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HomeMy WebLinkAboutBLD-19-3711S--1.�-4��QN-i�54�J�1-3 0/MA N 00% TB.f P.VX 0.1G' SITE COMPLETION REQUIREMENTS: CL tYs PERFFCTION TTENTIDN LOCAL BUILDING OFFICIAL •� -1 •_ t PEXTHIRD PARTY APPROVAL APPLIES ONLY TO THE FACTORY BUILT P09TION OF U HIS BUILDING AND ADDITIONAL WORK -IS REQUIRED ON-SITE. ALL WORK TO < CID O .�I E COMPLETED ON-SITE•'IS T13 BE: IN COMPLIANCE -,WITH ALL -STATE AND ffOffES , �LC. DCAL CODES : AND_ -IS SUBJECT TCI REVIEW; - -APPROVAL, AND INSPECTION BY XLd '" HE L�AL : AUTHOf2iTY • HAVING: JURISDICTION. °THIS- BUIL:DiNG -IS 'DESIGNED � < %>�.2 .h'DfIT1�' 5.2,2 OR INSTALLATI+I.:ON A ..PERMANENT':FDUNDATIOt AND SIS. NOT INTENDED TD A .i+I11IJI,�Bllfr 1'��,� E MOVED'" DNCE�; INSTALLED; ; ; ALL -:©N -SITE WORK. SHALL: BE:: PERFORMED BY ' =LICENSED :CDIi'RAC7::,ViTHEXPERIENCE'IN . TFC",.SETUP i}F :. MCfD1AR Pff0Ar (�'O� &37 .23.E UiLDINGS =:THE=: Ft)L# LING LIST IS :NDi` .ALL- INC :WSIVE,::NC1R ODES . IT IM ---------------- IT :T ITEMS :rte; lIEIRK' 'IIB `'MATERIiALS THAT:.'.MAY: =BE 'REQUIRED FQR w APPLICABLE CODES = _ PLETE= �INST'ALLATI - ' • ... •- • :: �..... - ' ' •-. � . - .ALL MATERIALS::FE]R ,�714E- • F OUNDATION ~ -INCLUDING. SUPPORT COLUMNS -! MA SINGLE AND TWO FAMILY DWELLING CODE (780 _ :AND.:( tECTION�:::Ai�tD :.At�GHt�A�E SYST�I ' J � "DECKS -• POSTS =°RAMPS_ STA`I.HANDRAIES. AND G 'N RAL ACCESS �' Q. 1a1: •cfn+f.-r :A"�A' ♦ r, .� , E E SS TO TION _ - CMR) 9TH EDI - MI A F w g r. w •� I - D� Y x I�D i i. ti � e CMR) L - BIND CODE c PLUM (2�4$ R / E FUEL / GAS - A � Pa Lj M : R �AB�E''F E� -, T iRE�- KT SHERtS>' IF..REQl.1IRED - -'• ,fF iiS :.r. •:kms - T C f. a i $ I N .�lR== E��-PRfI � Y T M`( -CO' --DETECT'• TERNATIDNAL MECHANICAL CODE w/ Q � TE.RS/SMDK 2015 INTERNATIONAL -- - - -, f z c � .t - •DET _ • r • ��TE�2S:ETG}--{IDE1;i3I aD=: DN�: P.,IAN}:; i-'- -"f w t- _ S �® DME �: aD -� AMENDMENTS �• -; �r - z - Y •BUJ _�..;=._ i INS' �C -D ••C • - - LD NG .I3RA L-EidiN• BOUT -S- AN Or�iEGTIDN. ,Ta �• PLUM • � -- - - -'-� _ •:��.,....,..,._..:..... ,..,,..... NG' SYSTEM '_ . . e-. _•tet_.•.;_.'...•.«a`-�...- �. - .. 0 NATIONAL ELECTRICAL CODE w/ MA AMENDMENTS - - - - _ C� 2 17 (OMI'E'D .AND'. - L = TESTE_ t _N ft _. EEETRICAl SERVICE ` CONNECTION. tINCLtIDING FEEDS 2015 .INTERNATIONAL ENERGY CONSERVATION .•CODE -. .. - - :. � • �� ��: ��- - � . - .. ._... , ..•......., : - THE � (/) � ' BUILDING:: ELECTRIC :: PANEL.:DISCONNECT ::AND. SERVICE, .ENTRY WIRE QQ � .. . MA AMENDMENTS CONNECTION":DF ELECTRICAL:- CIRCUITS CROSSING DYER `MDDilLE °' L:INEtS} :fMULfiI�-UNi:TS ' ONLY): 'MATING MC NUMBER1 150 TPIA NUMBER: 02 ELECTRICAL'. FIXTURES -NOT • INSTALLED. IN THE. PLANT. 9. WHEN' `EXTERIOR_.: RECEPTACLES .* ARE• PROVIDED - AND :ARE ' NOT ACCESSIBLE� DESIGN CRITERIA FROM GRADE• DUE" 1b SIRE .-CONDITIONS', ADDITIONAL RECEPTS- SHALL BE t� INSTALLED: SITE ADDRESS, 54 .OLD HYANNIS ROAD, YARMOUTHPORT, MA 02675 caS o' i0. EXTERIOR SHINGLES;..SIDING, WALL. FINISH- AND SOFFIT MATERIAL, NOT }- Pq +;� a - USE GROUP R--3 CONE OR TWO FAMILY DWELLING) r - - - - _ - - - ..... � r - - - _ - - - - .� INSTAL[ ED.' IN THE. FACTORY: OqC -4 CONSTRUCTION TYPE VB -. WOOD FRAME. UNPROTECTED I ! I f 1. UNPINISHED'.ATTIC :SPACES :<IF THEY ARE TD BE FINISHED}, '� V 4 0 FOUNDATION BASEMENT . - UNCONDITIONED 1 I I i 2. STORM :SHUTTERS;` IF 'APPLICABLE". � �'% ROOF PITCH: 7/12 GARAGE & :!2/12 SHED ROOF MAIN: HOUSE r------ 13. FIRE STOPPING AT' MATELINES. • 4. ALL HVAC :' COMPONENTS : DESIGNED 'AND. INSTALLED . ON-SITE 'BY OTHERS. #' OF" STORIES 1 SQ. FTS ,.--'i 5. IPISULATION `AND:AIR 'SEALING OF CEILING ACCESS PANELS CLIMATE ZONE 5 EXPOSURE C IST FLR• 2499 SQ,FT. - � ,, r C 6. RODENT;-°PR0OF'ING . V? r� SITE CLASS, D SEISMIC- DESIGN B GARAGEi 688 -SQ.FT. .. 7. :ON ITE :ROOF: ` CNNECTIDNS: -LISTED -ON PAGE • RAFTER. SECTIONS OF A 1- TOTALs 3187 SO -FT. C r PERMIT. SET : `: •-1 CATEGORY ('� . :.. x _-, 1 8. GUTTERS:AND`: DDWN'vSPOUTS o WIND LOAD AS PER ASCE 7--10 ti �� X. 1 �-_�, _. _. - 14, RIDGE ­VENT -:COMPLETION .: UPLIFT *AS PER ASCE 7-10 1 1 - 0.. ' .INTERCONNECTII3N,�OF :MbDULAR UNITS TCI` -EACH. OTHER AND THE IST WIND SPEED 140 (Vint} AS PER ASCE 7-10 C�1 +�_. �,....-- FLOOR"': r4 (,3:,; '•t . WI D BORNE DEBRIS YES 1 _ 0,.._ SI-TE;:;;TILE� 1 r.a 2. ALE; "1;IATER:.:Sk1PRLIES AND -.DRAINS BELOW THE 1ST STC]RY FLOOR GROUND SNOW LOAD 35 PSF' P /25 PSF Pf 1 UNBALANCED SNOW 1.5 ALL CASES �� 1 -' "�� 3. INStALLATION-OF;..AL:L GAS LINES FACTOR,_:.. 4. ON�SI-TE' APPLIANCES; '� }... RAFTERS (16" D.C.) TOP CHORD LIVE LOAD = 17 PSF' S, : INS.TALLATION:: CF:: FLOOR LNSULATIDN p A h (�':. `; '' . TOP CHORD .DEAD LOAD = 10 PSF 1ST FLOOR 2ND FLOOR 6. AIR::LEAKAGE"..TESTING Q - Z BOTTOM CHORD LIVE LOAD = 20 PSF 7.. INSULATED F'LEk..DUCT FROM BATHROOM FANS DIRECTLY TO THE. • r3 w: BOTTOM CHORD DEAD LOAD = 10 PSF EXTERIOR 8. -FURNACE/AIR HANDLER AND DUCTWORK CEILING JOISTS SLEEPING AREA - LIVE LOAD = 30 PSF 9. WATER - HEATER AND"•'INSTALLATION � In < STORAGE -LIVE LOAD = 20' PSF DEAD Q: EXTENSION -OF VENTS : AND/OR CHIMNEYS THR13UGH THE ROODF TD THE ' LOAD = 10. PSF OR ACTUAL WEIGHT _ OUTSIDE pq . - FLOORS, NDN -SLEEPING AREAS - LIVE LOAD 40 DRAWING INDEX PSF SLEEPING AREAS -- LIVE LOAD = 30 GENERAL NOTES F0ft STATE USE ONLY PSF DEAD LOAD = 10 PSF PAGE # DESCRIPTION DATE DRAWN DATE REVISED DATE REVISED FIRE PROTECTION SMOKE ALARMS AS PER STATE CODES Al COVER. SHEET 09/25/iB _ .2. x Z V t I CARBON MONOXIDE DETECTORS PER -..STATE CHIDES ALL GENERAL NOTES • 09/25/18 1. THE ENCLOSED PLANS AND SPECIFICATIONS ARE THE SL Y <[ q SYSTEM FLAME SPREAD IS LESS THAN <- 200 = PROPERTY 13F APEX -HOMES; - INC. THE METHODS OF A1,2 DOOR AND ' WINDOW SCHEDULE 09!25/18 SMOKE DEVELOPMENT INDEXi < 450 CONSTRUCTION DETAILED. WITHIN SHALL BE KEPT . INSULATION SEE RESCHECK FOR INSULATION VALUES A2 -A4 ELEVATIONS 09l25/i8 CONFIDENTIAL..ANY UNAUTHORIZED USE OF THESE A5 1ST FLR FLOOR, PLAN 09/25/18 DRAWINGS WITHOUT THE' CONSENT OF APEX HOMES, INC. .� OViFN €�P�+�. CO♦co CD co BATH FANS TO PROVIDE A MINIMUM AIR EXCHANGE OF 50 CFM KITCHE VENTILATIONt A6 2ND FLR FLOOR PLAN 09/25!18 2. PROHIBITED. REVIEWED FOR it "LDING AND ZONhw CODE COr�IPLI- � � PLAN U9/25/ig 2i APEX HOMES, INC. WILL BE CONSIDERED ASA ,,, � � � .. v� ••-+ N tp I I I RANGE EXHAUST FAN TO PROVIDE AN AIR EXCHANGE IIF 100 CFM A7 IST FLR ELECTRICAL LA , . ANCE. ERRORS OR C,;� MSs,0NS DO NOT RELIEVE THE �.' n RADON VENT COMPLYING WITH IRC APPENDIX F SHALL BE INSTALLED AS IST FLR ELECTRICAL PLAN 09/25/18 SUBCONTRACTOR IN ALL BUILDING PROJECTS, APPLICANT FROM THE RESPordslBluTY 'AS BUILT, 4 CD N, t 0 WHERE REQUIRED BY LOCAL AUTHORITY HAVING JURISDICTION A9 FOUNDATION PLAN 09/25/18 SUPPLYING .A BUILDING COMPONENT Tt3 A 'GENERAL coMPUANCE. ar co � � •� NOTE: VENTS MUST BE DESIGNED FRO THE ROOM SIZE%EQUIPMENT PER CONTRACTOR' OR 'BUILDER`. THE SPECIFICATIONS `DATE, A10 IST FLR SHEAR WALL 09/25/18 ENCLOSED ARE FQR DESCRIBING AND DETAILING THE MANUFACTURERS SPECICATIONS. PROPER USE Off' OUR MANUFACTURED BUILDING' MODULE i aUi � 0 z All 1ST FLR SHEAR WALL DETAILS 09/25!18 LD NG O C L J C3 BUILDER TO INSTALL A WHOLE HOUSE VENTILATION SYSTEM TO MEET Al2 2ND,FLR SHEAR WALL 09725/18 AND ITS CONSTRUCTION. COMPLETE PROJECT BUILDING '�'� " DESIGN ( Le. SITE, FOUNDATION, DECK, DR PORCHES, Z � THE REQUIREMENTS OF TABLE R403,5,1, SOUND RATING FOR FANS USED A13 CRASS SECTIONS 09/25/18 ETA")SHALL BE BY THE 'GENERAL CONTRACTOR*.ALL �- ¢ o u FOR WHOLE HOUSE VENTILATION TO BE RATED AT A MAXIMUM OF 1 NUTis PERTAINING TO IN FIELD , ON SITE OR BY F � L s r L a A 1 SONE PER N1103.'6.4 (NINTH EDIDTION RESIDENTIAL CODE) A131 SECTION DETAILS 09!25/18 A13,2 STAIR DETAIL 09/25/18 BUILDER' SHALL BE THE RESPONSIBILITY OF THE w �- Ai4 2T=G' CAPE SHED RAFTER 09/25718 &GENERAL CONTRACTOR'. 0- ` CL A15 23'-0' RAFTER 09/25/18 3. THESE PLANS MUST NOT BE SCALED FOR Di. ENSIONAL REFERENCE. ALL DIMENSION LINES AND A CERTIFIED AS BUILT IS REQUIRED : ES A16 CONNECTIONS 09/25/iB NATES SUPERSEDE ANY SUCH REFERENCES. E� p HEAT HOT WATER BASEBOARD HEAT PROVIDED BY APEX HOMES A17 PORCH 'ROOF DETAIL 09/25/18 4, THERMAL TRANSMITTAL VALUES FOR ROOFJ FALL BEFORE FINAL INSPECTION A18 26'--0' RAFTER (GARAGE): 09/25/18 AND CEILING LOCATED €]N REScheck r� STRETCH ENERGY CODE A19 DWV/SUPPLY .PLUMBING 09/25/18 BLOWER DOOR TESTING DUCT TIGHTNESS TESTING, ENERGY TESTING A20 PLUMBING DETAILS • 09/25/18 AND ENERGY RATING TO BE DONE ON-SITE BY THE BUILDER A21 LVL FASTENING DETAIL 09/25/18 DAVO r- az �r ENERGY TESTING AGENCY: HOME ENERGY RATERS LLC - HEAT LOSS CALCULATION 09/25/18 M7 F. ""X sT � � } PA USe 180 STATE ROAD #2U, SAGAMORE BEACH, MA 02562 (508) 833-3100 RESCHECK 09/25/18 �. • ELECTRICAL LOAD CALCULATION 09/25/18 °►� 4, 2' VENT STACKS REPLACING 1 1/2 PER CODE CALCULATIONS 09/25/18 �k OF. NOTICE TOTAL PAGES 247 TOTAL�` ,•�' ��'.�. � off.• A 48-HOUR NOTIFICATION IS REQUIRED PRIOR TO SET. THE CSL ON ONLY METHODS OF ATTACHMENT OF GYP BOARD4-P. PFS Corporation RECORD WILL RELAY THIS TO THE LOCAL AUTHORITY. IF ANY ADHESIVE CONNECTIONS HAVE BEEN CONCEALED PRIOR TO INSPECTION, THE DOCUMENTATION OF ADHESIVE ONLY ATTACHMENT MUST BE SHOWN ON MODULAR PLAN � A X. q BUILDING OFFICIAL MAY REQUEST HAVING THE REMOVAL OF ELEMENTS DRAWINGS. � ..BILLINGSLEY- � Approval Limited t4 Factory -Built Portion Only �, ►1 �'`~�� THAT CONCEAL THE CONNECTIONS TO PROVIDE ACCESS. THIS WOULD MANUFACTURERS MUST IDENTIFY WHERE ADHESIVE ONLY ATTACHMENT OF GYPSUM BOARD IS CIVIL -- . NOT CONSTITUTE 'DESTRUCTIVE DISASSEMBLY'. ALL CONNECTIONS ON PROHIBITED AND WILL NOT BE USED, C <ij► SITE. MUST BE INSPECTED BY THE LOCAL AUTHORITY. ADHESIVE ONLY ATTACHMENT GYPSUM BOARD IS PROHIBITED IN THE FOLLOWING LOCATIONS No. 47769 State: Massachusetts (RESIDENTIAL) THIS HOME IS SOLAR PANEL READY �� Q_ . 1. DEMISING WALLS BETWEEN GARAGE AND HOUSE. !� ��'1 �,�{Ci {�'�t/ Signature: VO�Ij 2. FIRE WALLS, FIRE BARRIERS, FIRE SEPARATION WALLS, PARTITIONS, FLOOR AND ST 10/22/18 RAFTERS ARE DESIGNED TO SUPPORT 5 PSF MAX ADDT'L DEAD LOAD Yarmouth Heal 'a Department ' FOR POTENTIAL SOLAR PANELS, CEILING ASSEMBLIES. � . NAL Title: Staff Plan Reviewer p 3. WHERE LAMINATED OR COATED GYPSUM BOARD IS TO BE INSTALLED, P D 4, WHERE SHEET VAPOR RETARDERS ARE APPLIED TO THE INSIDE OR GYPSUM FACE OF SOLAR PANELS MUST BE INSTALLED PARALLEL TO ROOF SLOPE WITH STUD CONSTRUCTION. !Fate: 10122/2018 / MAX VERTICAL OFFSET OF 12 INCHES. 5. WHERE LIMITED IN "HIGH WIND DESIGN' AS A FACTOR OF THE WALL ASSEMBLIES' WIND ane Date RESISTANCE 6. CEILINGS ` ,, SN -11 4 4 7/ON-16854/JN- 66300/MA Lj .� CL ELECTRICAL NOTES o co GENERAL NOTES 2035 IRC NOTES 2017 NEC NOTES x cl 1. ALL LIGHT BOXES MUST BE RATED TO SUPPORT 50# FOR NON -PADDLE FANS AND 70# FOR PADDLE FAN BOXESp4 1. GASKET OR WEATHERSTRIPPING AND 1. WINDOW EGRESS REQUIREMENTS 1 . _ INSULATION, EQUIVALENT ,TO THE MEET 201.5 IRC, SECTION- 8310,1 2. TAMPER RESISTANT C T:.R. - ):.RECEPTACLES REQUIRED THRU-OUT. THE ENTIRE � VISUAL INSPECTION OF THE �--� INSULATION ON THE SURROUNDING 2. HOME; - UNLESS -NOTED ' ..DTHERWISE ON THE .. PLAN. SURFACES, IS TO BE:. INSTALLED: -UPON INSULATION INSTALLATION WILL ---� 3. ALL BALCONIES; DECKS. AND: PORCHES AC�C.ESSI-BLE..FROM:. INSIDE THE 0 -• COMPLETION OF THE...SET U1P .- OF - :THE BE DOCUMENTED' BY THE APEX QC - r - DWELLING -UNIT ARE . REQQ1RED,- .TO -HAVE ONE WATERPRUDF C W.P. > •T.R. GFI HOME-. AT CEILING -ACC:E.SS ::PANEE.S AND DEPARTMENT. c� 3. BUILDER TO INSTALL A FRESH RECEPTACLE .WITHIN :`TH,E" PERIMETER OF THE.. -BALCONY., DECK OR PORCH. / OR. PULL DOWN STAIRS: 'DN.-:-:SI:TE BY... OTHERS-. AIR INTAKE FROM_ THE'. -ON-SITE 4. 1 .& .2 FAMILY ;DWEL.LING_S ARE. REQUIR.ED� TO.. BE PROVIDED WITH ONE �W.P, T.R. GFI:.. RECEPTACLE ACCES-S3BLE 1�lHILE STANDING ]]RYER. V FORCED AIR SYSTEM TO MEET I GAT GRADE LEVEL LOCATED 2, . _J� NT_ � U CT.�S ALLY E NTE ___ --_ - ....__ - ;� ON AN -OUTSIDE WALL :OF A: BUILDING TqE-R�IREMENTS ❑F� A MAXI OF .6 -E� AB�V:E GRADE.. AT THE 'FRONT AND REA:R� OF EACH DWELLING NOT LESS THAN 3'=0' : IN ..ANY M1507.3,3{.>. UNIT. _. GD DIRECTION FROM ANY. -OPENING INTO 4. HOT WATER PIPE INSULATION 5. - THE GROUNDING CIRCUIT CONDUCTOR . FOR THE CONTROLLED LIGHTING SHALL BE INSTALLED IN CIRCUIT SHALL BE.P.ROVIDED AT THE LOCATION WHERE SWITCHES E.3.. THE BUILDING -AND MOST -.:BE- EQUIPPED ACCORDANCE W/ SECT, N1103.4.2 • ,2 : CONTROLLING LIGHTING ',LOADS THAT ARE SUPPLIED BY A` GROUNDED GENERAL ., WITH A .BACKDRAFTDAMPER. OF THE 2015 `IRC.BRANCH.� ��- 3. TUB / SHOWER CONTROL VALVES TO PURPOSE CIRCUIT.- FOR OTHER THAN THE FOLLOWING-. � � � o 0 5. EXTERIOR WALL. FIRE RATING>-- v, �• w : N_ HAVE. A. -HIGH STOP. -LIMLT SET TO A. WHERE CONDUCTORS ENTER THE BDX - ENCLOSING THE SWITCH THROUGH A �» �. LIMIT WATER TEMPERATURE TO A AND REQUIRED FIRE SEPARATION RACEWAY, PROVIDED THAT THE RACEWAY IS. LARGE ENOUGH FOR AL��:� DISTANCES MEET. THE - . P4 MAXIMUM ❑F 120° F C4:9°C):. REQUIREMENTS PER THE 2015 IRC CONDUCTORS-, INCLUDING. -A GROUNDED: CL7NDUCT❑R. 4. THE BASEMENT AND'/- .-DR. ATTIC ODOR ABL 3 B. WHERE THE . -BOX .:ENCLOSING-. THE SWITCH IS. ACCESSIBLE FORTHE T E 02.1 1) C2) -MUST : HAVE.' WEATHERSTRIPPING. ANDA �,. BUILDER TD PROVIDE AND INSTALL ATI�ON-*, OF 'AN : ADDITIONAL OR REPLACEMENT CABLE W.ITHntJT REMOVING Z � SWEEP PROVIDED..,AND-.-.: INSTALLED FINISH MATERIALS :: � �::�:� _. ..... INSTALL HIGH-EF�'.ICACY: LAMPS ... _ . :.�.- .., DN --SITE BY OTHERS:.+: IN 75% - OF' -PERMANENTLY C. WHERE -SNAP . SWITCHES. WITH- -INTEGRAL ENCLOSURES C❑ MPLY WITH 300.15 5. GLAZED. OPE-N.INGS ' IN-::B:UILDING INSTALLED LIGHTING FIXTURES :. CE.:. ¢...- -... LOCATED. IN WIND-BL7R:NE.:� DEBRIS � - ON-- -.SECTION N1104,1,. D. WHERE A -SVITC _ H ODES --NOT. SERVE-.. A - HABITABLE ROOM OR BATHROOM .. REGIONS SHALL BE. `P.RQTEG.:ED-- FROM 7. ALL'WINDOWS WITH OPENINGS E. WHERE MULTIPLE .S.wlIT H L�DC�AT�IONS CDNTR.OL- THE -.'SAME LIGHTING. LOAD WIND BORNE DEBRIS AS ''FOLLOW -St WHICH -DF'EN. 4 INCHES. -ORSUCH-THAT THE ENT -DRE. FLOOD AREA: OF THE --ROOM OR SPACE IS VISIBLE }= ... SITE . SUPPLIED WOOD:`: STRUCTURAL GREATER, .:ARE 72'. INCHES ABOVE �.,n- FROM THE SINGLE ORCOMBINED -SWITCH LOCATIDNS PANELS WITH A MINIMUM -.'..bF X7/1.6 INCH THE FINISHED GRADE OR . - V. WHERE LIGHTING. IN: THE AREA IS :CONTROLLED BY AUTOMATIC MEANS THICKNESS' AND- A :I�A�X�IMU:M ' .'SPAN OF 8 SURFACE BELOW AND THE w G. WHERE A' .SWITCH:.CONTROLS.. A RECEPTACLE' U m.: -v� - FEET'-. SHALL BE PROVIDED- FOR LOWEST PART --.:'OF THE CLEAR _ E EPTACLE COATIS _:�.;�:� o.:. 6. ALL '15 AND -.20' -AMPERE 125 AND '250 VOLT RECEPTACLES INSTALLED IN OPENING PROTECTION : -IN * .'ONE. AND TWO OPENING IS, LESS THAN 24 � STORY BUILDINGS. , PANELS' -SHALL BE INCHES ABOVE -THE FINISHED- WET LOCATION STILL :MUS.T HAVE AN ENCLOSURE AND COVERS THAT ARE PRE-CUT S❑ THAT. T.HEY..: CAN' .BE FLOOR, WILL REQUIRE WINDOW WEATHERP ROOF- WHET.HER.-"AN ATTACHMENT -PLUG CAP IS INSERTED OR NOT, ATTACHED T❑ THE .FRAMING GUARDS PER 201:5 IRC- SECTIONS ALL ENCLOSURES---'AND'.*.COVERS INSTALLED IN WET LOCATIONS MUST 'BE' G CONTAINING R312.2,, THE WINDOW GUARDS LISTED AS 'EXTRA A� DUTY' SURROUNDING .THE OPENIN NTNG DUND . WILL BE PROVIDED AND THE PRODUCT WITH THE -GLAZED 7. A LUMINARIES -WEI-GHING MORE THAN 50 LBS. SHALL BE SUPPORTED :� � Z. � � E � � INSTALLED ON-SITE BY OTHERS.' Y-. OPENING. PANELS SHALL BE FASTENED INDEPENDENTLY OF" THE OUTLET BOX.. UNLESS - SS IT IS LISTED AND .MARKED FDR . �; MA NOTES q TO THE DWELLING IN ACCORDANCE THE MAXIMUM WEIGHT . TO .BE.SUPPORTED WITH TABLE R301.2.1.2, THESE PANELS 8, ALLI 120 VOLT, SINGLE-PHASE, 15 AND 20 AMPERE BRANCH CIRCUITS oo co w WILL BE PROVIDED AND INSTALLED 1, 2" VENT STACKS REPLACING 1 1/2'' SUPPLYING OUTLETS OR DEVICES INSTALLED IN DWELLING UNIT KITCHENS, a � N , , , ON-SITE BY OTHERS PER CODE FAMILY ROOMS, DINING ROOMS, LIVING R❑OMS,. PARLORS, LIBRARIES, ,DENS q. 2. BUILDER TO INSTALL A WHOLE HOUSE BEDROOMS, SUN ROOMS RECREATI❑N RDQMS CLOSETS, HALLWAYS, LAUNDRY VENTILATION SYSTEM TO MEET THE AREA, OR SIMILAR ROOMS OR AREAS SHALL BE PROTECTED BY A LISTED REQUIREMENTS OF TABLE R403.5.1 -j _j - FANS USED FOR COMB INSTALLED TO PROVIDE NATION -TYPE ARC -FAULT CIRCUIT INTERRUPTER I SOUND RATING FDR , z a PROTECTION OF THE ENTIRE BRANCH CIRCUIT. WHOLE HOUSE VENTILATION BE RATED �- z , 9 ALL BATHROOM RECEPTACLES LAUNDRY RECEPTACLES, EXTERIOR AT A MAXIMUM OF 1 SONE PER N1103.6.4 � �' � w = a . ,.._ 3. A 48 HOUR NOTIFICATION IS REQUIRED RECEPTACLES AND ALL RECEPTACLES SERVING KITCHEN COUNTERTOPS, THE , 0- a a. :i DISHWASHER CIRCUIT OR RECEPTACLES- THAT ARE WITH IN 6' PRIOR T❑ THE SET. THE CSL OF -0' OF THE - ' OUTSIDE EDGE OF THE KITCHEN SINK IN o RECORD WILL RELAY THIS TO THE CLU o . DING RECEPTACLES UNDER THE .. LOCAL BUILDING AUTHORITY IF ANY SINK OR IN CABINETS ARE REQUIRED TO BE GFI PROTECTS ::.BIL.LINLE-f- ; CONNECTIONS HAVE BEEN CONCEALED g� ....: s. - :.. PRIOR TO THE INSPECTION, THE � g C IVIL1.Northeast � 0). east ion .�. BUILDING OFFICIAL MAY REQUEST , X.06HAVING THE REMOVAL OF ELEMENTS o � � b 10/22/18 THAT CONCEAL THE CONNECTIONS TO 4, :. John Baku PROVIDE ACCESS. THIS WOULD NOT � CONSTITUTE DESTRUCTIVE+ DISASSEMBLY", ALL CONNECTIONS 1.012?'/20:�. ■ � ego ON-SITE MUST BE INSPECTED BY THE Approval limited t -°' LOCAL AUTHORITY,n Factory BuiltPorti o DWP 10/8/18 ft I 6w 1 DOOR SCHEDULE KEY OPENING TYPE ROUGH OPENING MANU. ��a "V p �Ra OS,-F,o AIR aUa DESCRIPTION 0 19,4 7,14 22.:06 10 119 6 PANEL A 3068 .3-6a INSUL. CORE 38 1/4' 82 1/2" PLAST-PRD �,•z�zt�.�3 5,12 192 : 5.26- 21,91 =12. 019• 1:/2 GLASS 32'" STEEL FRAME i t � C 2868 33 1/4 x 81. 3/8 PLAST-PRD 0 17,08 5,-26 ,12. ,�9. � CO CO INSUL, -- FIRE RATED 90 MLN, •. . CO ..18.7.9 .PANEL. C 3068 36 STEEL FRAME 37 1/4" x 81 3/8a PLAST-PRD 0 192. .5,26 21.05 ,12' 019 6 PANEL I.NSUL. FIRE RATED 90 MIN,. E 3068 36'v INSUL, CORE a a 65 1/4 x 82 1/2 PLAST-PRD 3.9 19,2 4,35 37,3-8 .12 ,1.9 6 PANEL W/ (2) 120 SIDELIGHTS FWH SP -5068 5'-0" HINGED PATIO 60., x 80" ANDERSEN 16,64 1.3,32 3*33 32,71 ,02 .33. 15 LITE :APER - G 1668 INTERIOR PASSAGE 20. 1/4a x 82 1/2" CRAFTMASTER ' N/A N/A N/A- N/A N/A . N/A H 2O68. INTERIOR PASSAGE 2.6 1/4a. x 82 1/2" C.RAFTMASTER. N/A : N/A . - N/A N./A .N/:A 26.68 INTERIOR PASSAGE 32' . 1/4'# x 82-1/2 CRAFTMASTER N/A N/A. N/A N/A N/A N/A 306.8 - ERIOR PASSAGE INT 38..1/4" x 82 1/2�' CRAFTMASTER N/A N/A N/A N/A N/A N/A REQUIRED WINDOW DP RATINGS NTERIOR ZONES - DP31; CORNER ZONES-DP39 66300/MA Ld *10% cl < 4 �" U to X w �, ED i i o. A wcoo- .0 zco: cb 0i p �-- wpqN a_ < . q U c' PCI �e M < 0 cu o d a zo Pq` < o Ace pq N a.. Q 00 co 0 ,-* o ¢to z Z Q LH v L Q o X ce = r r r w � CL P tY D a Oe e, -j6 0FU DAVID E. ILLI.NGSLEY CIVIL No -47769 !0$ ols-t ti . 10/22/18 NAL �,•z�zt�.�3 i t � CO CO CXD• OD CO cu 00 co 0 ,-* o ¢to z Z Q LH v L Q o X ce = r r r w � CL P tY D a Oe e, -j6 0FU DAVID E. ILLI.NGSLEY CIVIL No -47769 !0$ ols-t ti . 10/22/18 NAL SN-11447/QN-16854/JN-66300/MA LiCL CD.� t3 d I Q � PCI CC W � .— F- + .z L . EX {: cd.. C� f LL CDS L.J.A-cER-rIFrCAnoH fOR �M1c.ARs . co YE Na. 0.1 r:,:N. THE FOU.OVING.;ELEMWS o .:cERTZFic�►TIONCIO REQUIRED:..BY -THE.: KMWAaCTURER'. TOE=UME EACH HCW - ARE .AS FULLaNSS L U _ B�4TED' LH.Y 2)N(,T : FERECTION -0I : -SITE-BUILT PERMANENT FOUNDATE N a NQi .DESIGNED it, .TD BE:.ltDVE�1. mm',VnTA! LED. W DESIGNO -ANIS .N+41W. ACTI.IRED •TQ :C3f4_Y VITH NATIONALLY READ_ MODEL sUn- D G . C=.. dt' . E6WVAE;EfaT:•- TO.' BUILDING. =S FOR ON-SITE HOUSM tit ,-VITH .lfINDlUM : PROPERTY •. STANDARDS ADAPTED BY THE SECRETARY' • PURSUANT c M Grp L4 -CL Tia- TITI:E' II`.'13F _THE: NATIONAL-. HOUSING ACT, AND }r 4) M: TH£ W l3F kiiiR� : Xk ° IS : NE}T INTENDED M BE USED OTHER TMN W 'q q .p ON - A SITE -AMT PERM*W4T' F0UNDATI0J. G? A C3 '� ul �. ti :. <E ¢tDr o CU :�- Ld z. o m d-ci ::: :�''L; 2 PORCH SLAB.. ROOF, PORCH SLAB, ROOF, SHIPLOQSE SIDING AND POSTS CROSSHEADS ON-SITE BY OTHERS � W � � a RAILING AND POSTS (FRONT) ON --SITE BY OTHERS M 0 Q ,o ON-SITE BY OTHERS OMIT SIDING (REAR/SIDES)F. o v DAVID. E. ~ BILLINGSLEY g� CIVIL ; : ks No. 41769- NOTEt ACTUAL HOUSE MAY VARY FROM ELEVATIONA2 to A L/1 CL Z Z U 1. 1 q �- CO ao 'OD to N Ncuco pp o W CO Q, QL3 z Z "! Q 0 Z t h 2 PORCH SLAB.. ROOF, PORCH SLAB, ROOF, SHIPLOQSE SIDING AND POSTS CROSSHEADS ON-SITE BY OTHERS � W � � a RAILING AND POSTS (FRONT) ON --SITE BY OTHERS M 0 Q ,o ON-SITE BY OTHERS OMIT SIDING (REAR/SIDES)F. o v DAVID. E. ~ BILLINGSLEY g� CIVIL ; : ks No. 41769- NOTEt ACTUAL HOUSE MAY VARY FROM ELEVATIONA2 rmmcD n= to 41 ����il�■ill � ���®1 t �i� # SRIEa.., ®� j J If itn ORALE ?�IF � f� 3 Li 'ZZyLL 'U I f i 'CO as m o0 NCU' CD 1 3! ` 00 N o 6 CD d Z J p Z 1-4 w > i - Lt LL- I PORCH SLAB, OMIT SIDING v a.a- A RAILING AND PASTS (REAR/SIDES a � ON-SITE BY. OTHERS a OF. DAVID E.; .13LLING-SLEYGIVIL� ca ui •. No. 47769� -a * .� 10/22/18 In � b l A.` aq NDTE ADTUAL HDUSE MAY VARY ERdM ELEVATIp DWP I0/8/18 w -nn. PORCH. SLAB; LEFT* :El. WA RAILING -AND POSTS SHIPLIIflSE: SIDING ON--SITE:.BY OTHERS CF ... � OMIT --SIDING (REAR/SIDES) 71 it DAVID E:lul BILON SLEY -- -r �a GIAL:: .. --- 10/22/18 N.. DWP I0/8/I8 t0 ^ P4 P, . M C ¢ (/)-F- . C) Z - .� F-.::: ¢ ce-.T q-.cD-- ._jEZ. <t rr M- res coq Z Z U 3 .! ! ! SN-11447/QN-16854/JN-66300/MA OO a� QZa� co CD .10D unto �.` co N (J N OD s., I t t X Q \ 00 \ US o . o j. DaF LAYER tisrtALT SATURATED FEL r1 y - 4-1 _._! W J A. W C:) o LsJ 00oli m . 04 pq 0- p4 '' M t0 ^ P4 P, . M C ¢ (/)-F- . C) Z - .� F-.::: ¢ ce-.T q-.cD-- ._jEZ. <t rr M- res coq Z Z U 3 .! ! ! n � ZD cru [' _j ,J . w z > - - F- a t r Ox a, ❑ W D Q CLQ CL 0. l----f---f-�-1�-- ! Ifs +--i- -+--+- tS L�....�.... _.-.....,.�........f 44 `I Fla FL= Fps r PORCH SLAB, � FK -ff ELENAT�'�l RAILING AND POSTS � o �o , SHIPLOOSE SIDING GN --SITE BY OTHERS (FRONT) NOTE- ACS L.SIAWSE MAY VARY E RDM ELEVATION (REAR/SIDES) OO COC CO CD .10D �.` N (J N OD s., I t t \ 00 \ US o . o j. DaF LAYER tisrtALT SATURATED FEL r1 y - n � ZD cru [' _j ,J . w z > - - F- a t r Ox a, ❑ W D Q CLQ CL 0. l----f---f-�-1�-- ! Ifs +--i- -+--+- tS L�....�.... _.-.....,.�........f 44 `I Fla FL= Fps r PORCH SLAB, � FK -ff ELENAT�'�l RAILING AND POSTS � o �o , SHIPLOOSE SIDING GN --SITE BY OTHERS (FRONT) NOTE- ACS L.SIAWSE MAY VARY E RDM ELEVATION (REAR/SIDES) ST maw CZAM) • �A A� z �'% 09 44�- G 9;10 ;10 SN-11447/QN--16354/JN---66300/MACIO , CL a; U 00 D pq 1 J, LLJ• . 601: - ICDo LINE A ' Lij 00 3'-11 1/4` I(Y-8 1/2• 5r-7.1/4• .I u snmsaw V q LL - I rt. WK }- p4 N a- ,�� aal Q U W a 4 � M 1------------ --I 411.1. IND Ll c LE ST x t 1. . �•pq LL ncs : smrr j �� t i ` ' • ¢ MLIB E"FL s:=+IMR,c atiwwm�L In (+� ;ter smxrmane E. rLM--'jaQssSIM ..m- PLAYEt e D W. FASTiM=IdTTD1;M AiE^TD 7RlrLE LVL` FLmt ,��.c.• '�msr:.rr�:tmrrs ��arxr. wwsA 46'z J[PIR MW, STAGGOM r� . �•: • CL .1 11 ! Z z 0� 1 1 1 Y Y Q q LINE $- St, -0, ! A 1/lbs 3'-1 1�1�• �'» .518' co co co %ofISM n N CLI co cu 1 I ! crsaoa� > Q CA 00 0 CO C:) J Q � d O 1L V 1 I 1 > W CL o •off. �a�i��: '.:��::: g w � 53 �.�t KN No. 477"6.9 ° w 10/22/18 Air sa n F- < ¢ >- (tJ F. W J. . • z ui Cs 127 ,LL- . t� O ST x t 1. . �•pq LL ncs : smrr j �� t i ` ' • ¢ MLIB E"FL s:=+IMR,c atiwwm�L In (+� ;ter smxrmane E. rLM--'jaQssSIM ..m- PLAYEt e D W. FASTiM=IdTTD1;M AiE^TD 7RlrLE LVL` FLmt ,��.c.• '�msr:.rr�:tmrrs ��arxr. wwsA 46'z J[PIR MW, STAGGOM r� . �•: • CL .1 11 ! Z z 0� 1 1 1 Y Y Q q LINE $- St, -0, ! A 1/lbs 3'-1 1�1�• �'» .518' co co co %ofISM n N CLI co cu 1 I ! crsaoa� > Q CA 00 0 CO C:) J Q � d O 1L V 1 I 1 > W CL o •off. �a�i��: '.:��::: g w � 53 �.�t KN No. 477"6.9 ° w 10/22/18 Air W DWP 10/8/18 aot9'rws�s�dY� ��F� • &"won ftimvT415 M2 1116% 1 ljr x 16 qa s#rpi/ N :tsWriaCs*i9kht ,'43pit ITt,G'1kSP'Gvissl Auyt�t t F C:aoeetwsgussets log# Diaiss(Slra+pafirilr�r f�plrpuststb 50410 x ti _OVLRAkNGS: .. .. c4pt Row cam Sow 2�i� � to) q la, w iialtit 64-Grah i Comma y t� - . \.w ... .r�4� �: wxn.N„,�'.\!w r+..nw.v:......rtw.—•..\. w\,•. V.if{4C �,Iai'4r3. "1itdS. 2 per sbd t SkWtii4(J.�f _ �iSf$�,FKit (0eacA►ead6IStoo) C.aaeiis�ni EICs s ..-.-.....:� i9� tri.'.. ...... gait 1i' r*" Edge Ftaril to 2nd StceytMs 243 Pif ......• .. {1} ftAd �saifs'i�t a #D4sF � $�4 t0n LAK .................w .:............,........ srrQ 1t}d t►a�! fA tire!{ tiad W32 in OJL 2 C xHrG6dn\- ii ast�:T;t tJ►E rkf+r. ill}3 WA. 32 iif .es_C, I I lD'a 1 Cani6esPaii-% gj 2 RIA . 5� f�o�-2iM Tepi�k td�GR� ,• • rsiF 16-0RuaE :2'r[f�►t:► 2z E i,SYi p$i:OAS-. •easlt svvo C a TPiB"OBR .Xav�stbp :-t2ft pMcan o C , 46#& swap U . 9 CU OD I &mps tr zTil.i. k15 • &W—k 174 W � in o a: • � '�.?�;�:-1"4:5''.,.., ...,........ .. , ...... .. .. .._ , 2r Sb�Yacr: i icft snd.of slfap) ........ .......... il. eew# it si`.t' ip Vrrpl .. �.. ... - - . ...... • � mini► 4ii�.i3T'yi2js tis : ......................... t ia,,2 = fi S ift ox... . . aot9'rws�s�dY� ��F� • &"won ftimvT415 M2 (tii?b.fiEi'�S•ntt$. r 4 o . ,t�sd fk�ar t1oo ttr 2* Top s� -no _._.....__.._._ ........ .M � OD log# CAM sups (22) 200 P•s+3s ea sWp 50410 x ti _OVLRAkNGS: .. .. `2r45t IbdiAablit 31A b- 40W04 Pq y t� - . \.w ... .r�4� �: wxn.N„,�'.\!w r+..nw.v:......rtw.—•..\. w\,•. V.if{4C �,Iai'4r3. "1itdS. 2 per sbd ......... SkWtii4(J.�f _ �iSf$�,FKit (0eacA►ead6IStoo) C.aaeiis�ni EICs s ..-.-.....:� i9� tri.'.. ...... gait 1i' r*" ���� SN-11447/QN-16854/ JN- 66300/M -AI I W I ml ............... _ ......< •- ,, .......... �u Wmum splice lap where spdces are aliwved — 4 a �._..............----.-.._.... �..»_................_........._._....__ r 4 o . ,t�sd fk�ar t1oo ttr 2* Top s� -no _._.....__.._._ ........ .M � OD 195 ib CAM sups (22) 200 P•s+3s ea sWp 50410 x ti _OVLRAkNGS: .. .. `2r45t IbdiAablit 31A b- 2 rd Etc #2 2,o8'�iaA t3#a r Yli Pq y t� - . \.w ... .r�4� �: wxn.N„,�'.\!w r+..nw.v:......rtw.—•..\. w\,•. V.if{4C �,Iai'4r3. "1itdS. 2 per sbd ......... 1448 lb 3 5�a �iSf$�,FKit 92)104noft is AMP ?s+a 141 ,Er.b lit - Socoon .................................................... gait 1i' r*" �Y;�w.A t?sadica�ofS�iusis, BMT ,P COUM CONN .`T M&- . ..... LAK 3sS'!.Itz is 4 2 ���� SN-11447/QN-16854/ JN- 66300/M -AI I W I ml ............... _ ......< •- ,, .......... �u Wmum splice lap where spdces are aliwved — 4 a �._..............----.-.._.... �..»_................_........._._....__ r 4 o . ,t�sd fk�ar t1oo ttr 2* Top s� -no _._.....__.._._ ........ .M � OD ......... SO 50410 x ti _OVLRAkNGS: .. .. s�ia. rs 31A b- 2 rd Etc #2 2,o8'�iaA t3#a r Yli Pq y t� - . \.w ... .r�4� �: wxn.N„,�'.\!w r+..nw.v:......rtw.—•..\. w\,•. V.if{4C �,Iai'4r3. "1itdS. 2 per sbd ......... 1448 lb TIt�`.C3Sg ax`n,c.t�r,Nsdisn+l�Er�p Stw4f-i AS Socoon .................................................... gait 1i' r*" •:Ft�Ffs$e'°Gi4sdQt• 'tt:.1T!'a3�`i�tr�sd BMT ,P COUM CONN .`T M&- . ..... #1�L'�T/E7?�SaID .. 4 r.orrteM#ion mads umh { ....�.�:.�.:.\.w:w.....�kx.�.� .M . o� X J,U- �� t - --A sLari v;r.1111t!s>r ; Regi�red Spacg . r��uvs' steed -� <° ,in c�,G. fw///��� tri NwMMywN.rRwInVNi..P•.M»hww.fM y�.:-./:yjjj�$ +•- - - l r� "':'Y. • �^—� �w�/ � �•' ley r— --------------------------------------- t r u T1* emu nA+r•.N.Nw K.►ws+w.' µ.A •. ! V v Pei', I I r� ! V J •. M • 1 W m LINEA Cu -� STRAM 1mri RO4: aO i ST_.a fTo V-9 5/6' W-4 51W 5'-9 5/v 4•-9 5/8' � � M rEa �to � � •. . q --- -- -- --! C313%0sT4ms CJ ia_ i I E -i o E A C A o CD cu ��,�. ► Q D >-• ' J mcu 1--_�--•-_---- -----. L"Am STRws 1 -- . f,'rEess-.rm - —� Z W .' ML r�trni lgATCL'w rum - EE7 t ..a 1 _ J 1 � • -----• -- — — — — ----- -------w-------r-- -- r 1 t ----.—..— — — — — — - -- 1 t 1 1 1 1 1 t 1 t i 1 � 1 _ r Smc WOcrEotis: 1 .r •• 1 t �'r 1 OF CIVIL Nig: 477.69: 10/22/18 :NAL ' 129 its ,, Mh1P�i{�RUOK �y Ntra.ej"i !iiE i 6A . = .......................................... .M ......... a�lpn nRlk+p eek f2'' o:e, fself Yap.i►se s� saki _OVLRAkNGS: .. .. s�ia. rs 31A b- " 6 kmc, edoe a gad44 2 per sbd ......... ,NQP TIt�`.C3Sg ax`n,c.t�r,Nsdisn+l�Er�p Stw4f-i AS Socoon .................................................... gait 1i' r*" •:Ft�Ffs$e'°Gi4sdQt• 'tt:.1T!'a3�`i�tr�sd #1�L'�T/E7?�SaID trl(E!i)tr.448k4 �j'ismi7g 2 C xHrG6dn\- ii Z ..... ,.. _.. �'3 EaflG . Y ^ WA. I I I lD'a 1 Cani6esPaii-% gj % tfi3G .. :.,,. s ..... ... , RIA Tepi�k td�GR� ,• • rsiF 16-0RuaE :2'r[f�►t:► 2z E i,SYi p$i:OAS-. •easlt svvo 7�d €!fit %sQwall iiase': x?fiacicTtial Io- StT b 2 Sioee tfA3Q Strays7�ti tam Y 2 nada mass tae OD .-. 46#& swap ON SM Roof CONMWWM t ,, Mh1P�i{�RUOK �y Ntra.ej"i .ice M . = ��sw�+sk��-aie LsTl�ts .M ......... a�lpn nRlk+p eek f2'' o:e, fself _OVLRAkNGS: .. .. s�ia. rs 31A b- 0.0. i'x3ir•rays' 6 kmc, edoe a gad44 ......... ,NQP TIt�`.C3Sg ax`n,c.t�r,Nsdisn+l�Er�p Stw4f-i AS Socoon O;_... gait 1i' r*" #1�L'�T/E7?�SaID trl(E!i)tr.448k4 �j'ismi7g 2 Z U LL ON SM Roof CONMWWM t ,, l'. .ice M . = ��sw�+sk��-aie LsTl�ts tt2fio.,sd'�3�as�s ......... s�ia. rs 31A b- 0.0. i'x3ir•rays' 3 ......... O;_... #1�L'�T/E7?�SaID trl(E!i)tr.448k4 �j'ismi7g 2 Z U LL I I I OD Co OD'. OD .-. U . 9 CU OD I I 1 ON SM Roof CONMWWM t ,, l'. z ��sw�+sk��-aie LsTl�ts tt2fio.,sd'�3�as�s ......... s�ia. rs 31A b- 0.0. i'x3ir•rays' 3 ......... O;_... #1�L'�T/E7?�SaID trl(E!i)tr.448k4 �j'ismi7g Q U . 9 CL ¢ il. it a t ON SM Roof CONMWWM t - -tssoa 5kaagf''te lS�A13 ........ ...s1>� "� 32 is riac..�..... �ts� f e.: xa�.� �� ��sw�+sk��-aie LsTl�ts tt2fio.,sd'�3�as�s ......... s�ia. rs 31A b- 0.0. i'x3ir•rays' 3 ......... O;_... #1�L'�T/E7?�SaID trl(E!i)tr.448k4 �j'ismi7g SoC4 0 © fotc o zz ti 1 is r i 31 ac�.,fa sa111118--- 77- xx I. ,t 1 t`�- �. ... - = '� :: -. I � i=srAT • - mm. x.= t• -Wow! I FrR irw � �J. .;, _�• J_ ;�.�I.:�., vsE- F� F/W J I . t — — — — — — — — — — — — — — — — — - - - — J 'I 33'rr0'- I FLOM � 7 in zoiji J !. .� I 23'— 0• 1 ---------_ _5 - ----- �, - ! 1 CRT A 'tet` P4'~ N' 1� Lo--- _ VOJ_T VIRE TYPE TYPE VIRE 12-2 12-2 V13LT 120' 120 LOCATION z%LLwftxvom swi. Anumm BRK 20A 20A CRT 2' 4 1 20A r�' ! 120 :. M. C o -Z 3 2QA MvLL M"Imm LLL- o. AFCI AFCI- 5 _ ! i RANGE 240 8-3 10-3 14-2. 240 120 ' wm cow. LzKfm 30A 15A S 7 Q- }-- ' tit Z. w+w+a zU 122 3,:i.�. ���'. ice:: J t . Yf' • - •12-2 14--2 14-2;120 .14-2 14-2 14'-2 120 '120 120. 120 20- . Y 20A 15A 15A . MA 15A . ISA A 13 15A G093A .: Lumm 120 ' 14-2 -AFCI AFCI. 15 25A Moan++. uaffm 120 14-2- AM -AFCI, 1 ---------_ _5 - ----- �, - ! 1 CRT A 'tet` P4'~ N' 1� Lo--- _ VOJ_T VIRE TYPE TYPE VIRE 12-2 12-2 V13LT 120' 120 LOCATION z%LLwftxvom swi. Anumm BRK 20A 20A CRT 2' 4 1 20A r�' ! 120 :. AFCI `, AM 3 2QA MvLL M"Imm 120 12-2 AFCI AFCI- 5 _ ! i RANGE 240 8-3 10-3 14-2. 240 120 ' wm cow. LzKfm 30A 15A S 7 2T -s' 12'--tt• P—u• --------------------x 9 Z. w+w+a zU 122 3 ! J t 120 Yf' AFCV.. , .; •12-2 14--2 14-2;120 .14-2 14-2 14'-2 120 '120 120. 120 20- . Y 20A 15A 15A . MA 15A . ISA A 13 15A G093A .: Lumm 120 ' 14-2 -AFCI AFCI. 15 25A Moan++. uaffm 120 14-2- AM -AFCI, 17 15A GoomL uarrm 120 I4-2 AFCI :AFCI'. 19. 'M' 600s& uwrm 120. 14-2 AFCI-' . AFCI 21 2UA ! 120 12-2. -:'- AFCI • 23 M+oML Lmmw 120 14-2 AFAM 22 -2 ' .14-2 14-2 ! -ftLxmnws GDOCIAL UrKtpG 2QA 15A 15A 24 M 2B 25 MA mow- es wnm 120 12-2 AFCI -ArCI 27 ! watAL LzwTm CO. c 00 tri co M mm Lumm 120 14-2 AFCI-.12-2 120 aitTM 2m 30 31 15A mo:x. arm 120 14-2 AFCI AM i q` : � cu Cu til. co t I 12-2 a 20A offmoR Gn 120 12-2 sss�n+Fa 36 37 20A EXTEF r sus 12 22-2 39 40 39RESERVED NOTES 41 42 L INSTATED STAPLES REWD TO SUPPORT ALL VMNG 2 858 SQ FT. CSM0KE DETECTORS REWD EVERY 10M SQ FT.) 4. DAM E. -BILLING--,-LE. : # 'IL , No 47`7-69 •4 .''S� Pik- fST 2 18 AL PANEL BOX CRT M LOCATION VOJ_T VIRE TYPE TYPE VIRE 12-2 12-2 V13LT 120' 120 LOCATION z%LLwftxvom swi. Anumm BRK 20A 20A CRT 2' 4 1 20A 04ML Amax 120 12-2 AFCI `, AM 3 2QA MvLL M"Imm 120 12-2 AFCI AFCI- 5 40A RANGE 240 8-3 10-3 14-2. 240 120 ' wm cow. LzKfm 30A 15A S 7 e 10 9 20A w+w+a 120 122 AFCI AFCI 11 MA: sEMCIPAL uGKrDs 120 14-2 AFCV.. , .; •12-2 14--2 14-2;120 .14-2 14-2 14'-2 120 '120 120. 120 20- . axam. LzmDa wdm+t. ua{rMc mom c Grow 0 o� t23m mWWi_ uMMM 20A 15A 15A . MA 15A . ISA 12 14 15 18 20 22 13 15A G093A .: Lumm 120 ' 14-2 -AFCI AFCI. 15 25A Moan++. uaffm 120 14-2- AM -AFCI, 17 15A GoomL uarrm 120 I4-2 AFCI :AFCI'. 19. 'M' 600s& uwrm 120. 14-2 AFCI-' . AFCI 21 2UA i� i 120 12-2. -:'- AFCI • 23 M+oML Lmmw 120 14-2 AFAM 22 -2 ' .14-2 14-2 120jmw 120 120 -ftLxmnws GDOCIAL UrKtpG 2QA 15A 15A 24 M 2B 25 MA mow- es wnm 120 12-2 AFCI -ArCI 27 15A watAL LzwTm 120 14-2 AFCI AFCI 29 15A M mm Lumm 120 14-2 AFCI-.12-2 120 aitTM 2m 30 31 15A mo:x. arm 120 14-2 AFCI AM 14-2 12-2 120 220, MmML Lmmm ommm Gn 15A 20A 32 34 33 20A ammm an 120 12-2 35 20A offmoR Gn 120 12-2 sss�n+Fa 36 37 20A EXTEF r sus 12 22-2 39 40 39RESERVED 41 42 4v All • .. t- L oil �- I : I f i.:; ---- TMI, I e._3. A- aaT - - sz�c ' �'Y. ,f• • ' t I! ! # - TA t: E �► _ - - ' :: A3z•-i�-:'� :ter-�. ��•r:: t:r ____.-....__- t' odr - - I •1 Fsc7t�E r � -r rr IYl t.''. •t x • - :- 1 _ - - f' _ -18'.- .{: ..I. #._ .. c - - .I' DID tt • -. - � _ fit!•. :, .. --- -1 # � _ tt �• 11. # #Fir t s c 13 c V t IA t?� ... t t :y 415•-3' I f - Q 0 C LL E3 -z` R.� am. E.._ to -J � Z W tnmFAM �. �• t 1 . f �� t 11 .••#_#,-�, .. I�'� 11. I It �, p'. # I � # - .. I - ;�. .. - • �. • J:I. # I nH.w�t. - t t . � • --- - t t - �� 1 �t. •'° . .. - . 11 :a �''�' 1. : I . � � � THE SINKS - M SwF -- _ I I l I F� I i t1 .-EM �'- • : • : sc �c a ra t tOCTt7,�,,,----- -Ccs LMAI3U ��AS� q:' t t ani ` �'�t 7"-a •tu 7V ?!' 1037�i 7-�7 T1! _ T , (n c OD. c. Co. FlX7ME, ! t j vo Vel w EiIRt ___-__---...- N N. {U: 0D 1 1 1 o 6 � LMAIN ELECTRIC, LMAIN _WATER) Ni&OF 27- NOTES ! NOTE! - ,� ` -r - � ALL.. EXTERIOR. LIGHTS • _ � � INTERIOR SWITCHES. TO E - frr-� ARE OMIT FIXTURE @ 66 BE P 42 AFF, DAVID E:.% - AFF W/ 2' COIL WIRE RECEPTACLES e 120 AEF . ori-SnE SENSOR _ - -„--- - -.. CEXCEPT GARAGES i BILLING -SLED «•1. gii Ba BLiIT[1!i R L—_----------- --__j GIWL OL No. 47769• - L INSULATED STAPLES I2EQ'D TD SUPPORT ALL WRUNG 2 1434 SQ FT. (SMOKE DETECTWS RERT 10122/18 EVERY 1004 SM FTS A . JWP 10I8/18 NOTES 1. ALL LIVING SPACES ARE ARC -FAULT PROTECTED COMBINATION TYPE 2. SE 2017 NEC NOTE ON PAGE A1.1 3. HOT WATER BASEBOARD NEAT TO BE FACTORY INSTALLED 4, PANEL BOX CRT BRK LOCATIO+# V13LT WIRE TYPE TYPE WIRE V13LT LOCAT113N BRK CRT 1 20A sw+ L mnimm 120 .12-2 AFCI AM AFCI 12-2 120 mw.L mvumm 20A 2 3 20A m%LL wftwm 120 12-2 AM 12-2 120 sw” NnImm 20A 4 5 40A UNM 240 6-3 10•-3 240 m» 30A b s 9 20A vm*" 120 12-2 AFCI AM AFCI AFCI 14-2 120 GDew 15A ]0 11 15A MEML LmRnm 120 14-2 12-2 120 M -m Gn 20A 12 13 ISA �L L=MNG 120 14-2 AM 14 2 120 . uotnl 'ISA 14 25 ISA mcm ummmG 120 24-2 AFCI AFCI 14-2 420 tom. LxHrm 15A 16 17 15A . webw uumm 120 14-2 AFCI ` :AFCI AM AFCI _AFCI 14-2. 120 meati i-mmm 15A 18 19 -15A .-uwrm I20 14-2 24-2- 120 rmotAL.LkwliG 15A 20 21 2" MIN -en 120 12-2 •.14-2 12-2 14-2 14-2 120.• . 120 1203 `120 9004,: tmdow- Mum Wmt Lu mm 15A 20A . 15A MA 22• 24 26 26 23 15A mcmL uo m 120 14-2 AFCI 25 20A wouL umwnms 120 12-•2 AFCI 4 AFM 27 1SA ®yaw. uamm 120 14-2 1 AFCI AFCI 29 15A GDOtAL uGmYm 120 14-2 AFCI 12-2 14-2 120a�+�+ 120 � r L 2" 15A 30 32 31 15A cc. cros m 120 14-2 AFCI AFCI 33 20A oct17mit 07 120 12-2 120 acs ai 20A 34 35 20A wx 120 12-2 36 37 20A ammm cn 120 12-2 38 39 �vss?; 40 41 42 J Z J 0 Q 1--1 >L( - o LLJCL =)<CX 0- 0- ti an V �1s0 Q NL A7 P, eiI� ONE & TWO FAMILY ONLY— BUILDING PERMIT Town of Yarmouth Building Department ro 1146 Route 28, South Yarmouth, MA 02664-4492 IRA 508-398-2231 ext. 1261 Fax 508-398-0836 Massachusetts State Building Code, 780 CMR Building PermitApplication To Construct, Repair, Renovate Or Demolish - a One- or Two -Family Dwelling ni This ection For Official Use Only Building Permit Number: / ' ''J, Date Applied: I LW I IN Building Official (Print Name) Signature,- '.. - .Date SECTION 1: SITE INFORMATION 1.1 P\ a rtyA�dd;�ss 1 126A0 X 1.2A ssorsMap&YarcelNu rber, p N bn r Parcel Number 1.1 a Is this an accepted street? yes_ nV o Zoni Information 1.4 Prop r Dimensions: tioMP� Zoning District Proposed Use Lot Ar (sq ft) Frontage (ft) 1.5 Building Setbacks (ft) Front Yard - Side Yards Rear Yazd Required Provided Required Provided Required Provided 1.6 Water Supply: (M.G.L c. 40, § 54) 1.7 Flood Zone In ormation: 1.8 Sewage Disposal System: Public ❑ Private le - Zone: _ Outside Flood Zone? Municipal ❑ On site disposal system Check if yes0l"' SECTION 2f PROPERTY OWNERSHIT" 2.1 Owner' of cord: Nam111� e (Print) City, State, ZIP 2 Z�SII �({ �Vil.f%A7% No. an Stree Telephone ail Address! SE ON 3:.DESCRIPTION OF PROPOSED `YORK= (check. all that apply) New Construction Existing Building [3. Owner -Occupied ❑ Repairs(s) ❑ 1 Alteration(s) ❑ Addition ❑ Demolition ❑ Accessory Bldg. ❑ Number of Units_ Other ❑ Specify: Brief Description of Proposed Work': r i SECTION4:.ESTIMATEDCONSTR CTI -00 T5' Lbtu •:-t Item Estimated Costs: lOffietalUse Only;N t abor and Materials)a 1. Building $ , 1 :Budding P ee-$' Wfe is determined: Standard CITy/fowhAppheationFee 2. Electrical $_ ❑ Total Project Cost .(Item 6) $ multiplier x 3. Plumbing $ // 2. Other Fees S U List: ' 4. Mechanical (HVAC) $ 5. Mechanical (Fire $ Suppression) Total All Fees $ I Check No:. , Check Amount Cash Amount - ❑ 1h 6. Total Project Cost: $ r� Paid m Full Outstanding Balance Due:'&,\C�— l�7 1 i V SECTION 5:. CONSTRUCTION SERVICES 5.1 Construction Supervisor License (CSL) VE' LVi --ran s O_ _ ))-/o 114 License Numbe Expiration Date Name of CSL 11old�— 6,,;- q2A tes N'�i No. List CSL Type (see below) Type .. Description Nand Street 1nn1yy�,.. dam am U Unrestricted(Buildings u to 35,000 cu. ft `- I R Restricted 1&2 Fandly Dwelling CiVrrown, State M Masonry RC Roofing Covering WS Window and Siding SF Solid Fuel Burning Appliances I Insulation I Tel hone Email a dress D Demolition 5 feted Home Improvement Contractor (HIC) 1�1 C Registration Number Expirafion Date C,gmpa, ameO gistrantName ,,A d Street �y!�23 �von gf?� E address Ct /Ibwn tate ZIP SECTION 6: WORKERS' COMPENSATION INSURANCE AFFIDAVIT (M.G.L. e.152. § 25C(6)) Workers Compensation Insurance affidavit must be completed and submitted with this application. Failure to provide this affidavit will result in the denial of the Issuance of the building permit Signed Affidavit Attached? Yes .......... ❑ No ........... ❑ SECTION 7a: OWNER AUTHORIZATION TO BE COIVIPLETE'D WHEN OWNER'S AGENT OR CONTRACTOR APPLIES FOR BUILDING PERbIIT I, as Owner of the subject property, hereby authorize to act on my behalf; in all matters relative to work authorized by this building permit application ' t Owner's Name (Electronic Signature) Date SECTION 7b: OWNER' OR AUTHORIZED AGENT DECLARATION By entering my name below, I hereby attest under the pains and penalties of perjury that all of the information contained in this application is true and accurate to the best of my knowledge and understanding. Print Owner's or AiI64ed Agent's a (Electronic Signature) Date NOTES: 1. An Owner who obtains a building permit to do his/her own work, or an owner who hires an unregistered contractor (not registered in the Home Improvement Contractor (HIC) Program), will not have access to the arbitration program or guaranty fund under M.G.L. c. 142A. Other important information on the EIC Program can be found at www.mass.eov/oca Information on the Construction Supervisor License can be found at www.mass.eov/dps 2. When substantial work is planned, provide the information below: Total floor area (sq. ft.) (including garage, finished basement(attics, decks or porch) Gross living area (sq. R) Habitable room count Number of fireplaces Number of bedrooms Number of bathrooms Number of halflbaths Type of heating system Number of decks/ porches Type of cooling system Enclosed Open 3. "Total Project Square Footage" maybe substituted for "Total Project Cost" The Commonwealth of Massachusetts J Department oflndustrialAccidents I Congress Street, Suite 100 Boston, MA 02114-2017 www.massgov/dia «'orkers' Compensation Insurance Affidavit: Builders/Contractors/Electricians/Plumbers. TO BE FILED WITH THE PERMITTING AUTHORITY. Name (Business/Organization/Individual): City/State/Zip:-D A Phone Are yon an employer? Check the appropriate has: L❑I aemployer with. (full and/or part-time).• Type o roject (required): _employees 4:a11 7. New construction a sole proprietor or partnership and have no employees working forme in any capacity. [No workers' comp. insurance required.] 8. ❑ Remodeling 3.❑ I am a homeowner doing all work myself. (No workers' comp. insurance required] t 9. ❑ Demolition 4. 1 am a homeownu and wdl be hiring contractors to conduct all work on my property. I W EI 10 ❑ Building addition ens tall contractors either have workers' compensation insurance or are sole 'etors co 11. Electrical repairs or additions p no employees. ,�,� 5.1 yf1 am genera ontractor and I have hired the sub -contractors listed on the attached sheet 12. ❑ Plumbing repairs or additions ase su ntrac cors have employees and have workers' comp. insurance.: 13. ❑ Roof repairs 6.0 We are a corporation and its officers have exercised their right of exemption per MGL C. 14. ❑ Other 152, § 1(4), and we have no employees. (No workers' comp. insurance required] *Any applicant that checks box # 1 must also fill out the section below showing their workers' compensation policy information. t Homeowners who submit this affidavit indicating they are doing all work and then hire outside contractors must submit a new affidavit indicating such :Contractors that check this box must attached an additional sheet showing the name of the subcontractors and state whether or not those entities have employees. If the subcontractors have employees, they must provide their workers' comp, policy number. I am an employer that is providing workers' compensation insurance for my employees. Below is the policy and job site information Insurance Company Policy # or Self -ins. Lic. Expiration Date: Job Site Address: City/State/Zip: Attach a copy of the workers' compensation policy declaration page (showing the policy number and expiration date). Failure to secure coverage as required under MGL c. 152, §25A is a criminal violation punishable by a fine up to $1,500.00 and/or one-year imprisonment, as well as civil penalties in the form of a STOP WORK ORDER and a fine of up to $250.00 a day against the violator. A copy of this statement may be forwarded to the Office of Investigations of the DIA for insurance coverage verification. Ido hereby certify uf derthepains and penalties of perjury that the information provided above is true and correct Official use only. Do not write in this area, to be completed by city or town official City or Town: Permit/License 9 Issuing Authority (circle one): 1. Board of Health 2. Building Department 3. CityiTown Clerk 4. Electrical Inspector 5. Plumbing Inspector 6. Other Contact Person: Phone Ulm TOWN OF YARMOUTH BUILDING DEPARTINIENT 1145 Route 28, South Yarmouth, NIA 02664 508-398-2231 ext. 1261 Fax 508-398-0836 C' Pursuant to M.G.L.. Chapter 40, Section 54 and 780 CMR, Chapter 1, Section 1115, I hereby certify that the debris resulting from the proposed work/demolition to be conducted at 6 Q : [ .. f ^ Wort; Ad ress Is to be disposed of at the following location: Ya lu) rm Said disposal site shall be a licensed solid waste facility as defined by M-G.L. Chapter 111, Section 150A. Permit No. M 3 :RaI Date Engineering / Surveying Division r New House (vacant lot / never developed/new foundation) JBuilding Permit Review Work Sheet r` Address:¢ dG� J✓y�N/t�/,S Assessors Map & Parcel: Assessors Plan #: Plan Type: . ivy iia//S/e� '✓r Recording Date:e1�i Planning Board#: Endorsement Date: Planning Board Release Date: /ri/G TOWN OF YARMOUTH 1146 ROUTE 28 SOUTH YARMOUTH MASSACHUSETTS 02664-4451 Telephone (508) 398-2231, Ext. 1250 — Fax (508) 760-4830 Engineering and Surveying Division Building Permit Review Residential and /or Commercial Buildings Date Submitted: Requirements for review: Please submit one (1) copy of plans, to include: 1. For Residential: Site Plan showing proposed and/or existing buildings, proposed contours with bench mark, water service location, and septic system location. For Commercial: Site Plan showing details required by the Zoning By-law and revisions required by Site Plan review, if any. Note: Site plans must be signed and stamped by a Licensed Professional Land Surveyor and Engineer or Sanitarian. 2. House or Building Floor Plan(s) and Elevation Plan(s) 3. One ( )� of application. Reviewed By: i� PLEASE NOTE Comments/Conditions: t04 Pooled on Recydw Paper Date: 111-.151Z • e - i 4 a p�xvpyrr.� i Y`pR 0.1 YqR TOWN OF YrI LOUTH ,CF WATER .DEPARTMENT 3 99 Buck Island Road . c� LNest Yarmouth, MA 02673 Telephone: (508) 77177921 Fax: (508) 771-7998 13UILDINPERMIT APF;PCATION DEPARTMENTAL $IGN.OFF TRANSMITTAL SHEET Bldg. Site Location /S Map #: &IL% Lot #: e42 Proposed Improvement:�f Applicant: '^ �E�y Address - Tel.,#: Date Filed: 2-i4 RESIDENTIAL AND / OR COMMERCIAL BUILDING Water Department: Determines Compliance of Water Availability and or Existing Location Engineering Department: Determines Compliance for Parking and Drainage :cnser:atioi Ccmmssicr: Determines Compliance to Wetlands Acts, i.e. If Lo',$) Border any Type c' Wetlands, Streams, Ponds, Rivers, Ocean, Bogs, Bays, Marshland, Etc... Health Department: Determines Compliance to State and Town Regulations, i.e., Requirements for Septage Disposal and other Public Health Activities Fire Department:, Determines Compliance to State and Town Requirements for Persona!, Safety, Property Protection;, i.e. Smoke Detectors, Sprinkler Systems, Etc .:. .4"L.17401 pylic Date f'J e �iuiduo,uarrr/l/ r�C'r•�li.:uit/rrk•/li Office of ConsumerMfwrs 8 Eusl nest Regulatiol .� HOME,IMPROVEMENT CONTRACTOR Typo: Corporation f it RegltdratloExpiration t .180067 11i24,2018 ,)prlfroVJones Mimic Construction IW JelfreyJones 65 crune8 ane -� Brewster, ?AA 0-1631 Undersecretary Commonwealth of Massachusetts ®� Division of Professional Licensure Board of Building Regulations and Standards Constryiction 5upgrvisor CS -098978 < V - Expires: 12/10/2019 u JEFFREY JONES''l S 65 CRANES LANE BREWSTERMA 02631 Commissioner �=,.♦ i jk.y � Ss`+ m X �".t1r �yT d r � a ,.:. . �. i tp a+ ,� Mt .,'� ;"�`_. m �:y t.7.� mm a 'it'"r g }z.,�t }1 H" �"j1 4 -� &`=,t;'. i; S • g,, ., t ',t , I,. ..qa�. •" ,i "'.iri c". gW %# Sn.. `ar+lp � m . §r ... T � ;e{•.a rT " Y•i1 t° xt" .1a ... ..p 41 PLOki '^i *1: ac'ti=�„, §tA- "F,r. •� . y ,i ya ., ^4La� .A .f ` 'r., `Y�ls .si`' f • ►' y'a+`f'° `.a§.�pt`�•?. a" f` ti4 }F ` W t f� ' "t; ice" .�+ A . 4"T . _ � WJ.v ,y r" § •. +�"'�%j . ,F� • ,j R Ij ^. ��'�". � �.k �j'!� .i*.�,� M �.'� ^.'4y'� �a.�..x �i� ��'} �.. a ,, i TS L y '� r 1' � v� ��i > 'A 7: � J ✓` �. s 4 Cy4fi a�� • . Y" � n i .!V k 4 r�r "' t ~T ".^� k�' 6Y» y 'wi` � wa.xA ¢ r " *• � ',' „«' :� 'AF ti i � �."�' }' ria � �i gel • � " � �.i ` d ' '��„�. Alk ti v�S ar 1 { BA iT F TTjjJJ]j'' F y. e A♦ lbw. r » +"� i,Y• �A.., a�Y "., r � •� ��� � �� �. � .i qt " ter#t� of i F r WOW POW r� I CERTIFICATE OF LIABILITY INSURANCE THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder Is an ADDITIONAL INSURED, the policy(les) must be endorsed. H SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). - PRDDUCER NAME' Linda Sullivan DOWLING & O'NEIL INSURANCE AGENCY PA"C°Nw EZG: (508)7751620 MA C. Not: 9731YANNOUGH RD KSURED INSURER a : ' JEFFREY JONES CLASSIC CONSTRUCTION INC INSURER C: /NSR INSURER D: 65 CRANES LANE INSURER E: BREWSTER MA 02631 INSURER F: COVERAGES CERTIFICATE NUMBER: 332506 REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. /NSR TYPEOFINSURANCEJIM POLICYNUMBER POLICY IO LIMITS COMM ERCIALGENERALLIABILITY F�ICH OCCURRENCE S CLAIMSMADE ❑ OCCUR $ MED EXP one peram) S PERSONAL S ADV INJURY Ii WA GENL AGGREGATE LIMIT APPLIES PER: GENERAL AGGREGATE $ POLICY ❑ JECTT r--1 LOC PRODUCTS-COMPIOPAGO $ S OTTER: AUTOMOBILE LIABILITY COMBINED SINGLE LIMITMe acciderdl: ANYAUTO BODILY INJURY (Per pi, n) s ALL OWNED SCHEDULED AUTOS AUTOS WA BODILY INJURY (Per acdderA) s PROPERTY DAMAGE S fper HIRED 'UTC NDN-0WNED AUTOS s UYBRELIALIM OCCUR EACH OCCURRENCE S AGGREGATE S EXCESS WB CLAIMSMPDE WA DED RETENTIONII- 3 A WORKERSCOMPENSATION AND EMPLOYERS' LIABILITY ANYPROPRIETORIPARTNERIEXEWTNE YIN OPFICERIIEMBEREXCLUDEDT NIA (Mandatory M MH) MIA NIA 6HUB5B55113918 08/20/2018 08/20/2019 V S R 0TH• /� E.L. EACH ACCIDENT S SM.000 E.L. DISEASE -EA EMPLOYEE S 500,000 WkM e,Rcl—rteunder DESCRIPTION OF OPERATIONS below E.L. DISEASE -POLICY LIMIT S 500,000 WA DESCRIPTION OF OPERATIONS I LOCATIONS/ VEHICLES (ACORD 101, AddMoral Remarks SNeduls, may be attached Mmon space M required) Workers' Compensation benefits WIN be paid to Massachusetts employees only. Pursuant to Endorsement WC 20 03 06 B, no authorization is given to pay claims for benefits to employees in states other than Massachusetts if the Insured hires, or has hired those employees outside of Massachusetts. This Certificate of insurance shows the policy in force on the date that this certificate was Issued (unless the expiration date on the above policy precedes the Issue date of this certificate of Insurance). The status of this coverage can be monitored dally by accessing the Proof of Coverage -Coverage Verification Search IGd at www.mass.govAwdtworkers-compensatbrYnvestigatims/. SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WALL BE DELIVERED IN Town of Yarmouth - Building Department ACCORDANCE WITH THE POLICY PROVISIONS. 1146 Route 28 M South YamlouthMA 02664 I Daniel M C,CPCU, Vice President— Residual Market —WCRIBMA ACORO 25 (2014101) .The ACORD name and logo are registered marks of ACORD ACORUe CERTIFICATE OF LIABILITY INSURANCE 111 DATE (MUMM'Y ) 1 11/01/2018 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED, the policy(les) must be endorsed. H SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rights to the Certificate holder in lieu of such endorsement(s). PRODUCER DOWLING & O'NEIL INSURANCE AGENCY 973 IYANNOUGH RD HYANNIS MA 02601 IT Linda Sullivan PNGNE 508 775- AC IN 'Mal Isullivan doins.com INsu S AFFOROINGCOVERAGE NAICe INSURERA: TRAVELERS INDEMNITY CO OF AMERICA 25666 INSURED JEFFREY JONES CLASSIC CONSTRUCTION INC 65 CRANES LANE BREWSTER MA 02631 INSURER a: D,SURERC: INSURER D: INSURER E: INSURER F: K,[*YJ 4: Ael4.�54A I l y(afill A: I'M 1:1 =1 :74769b1: L`11M1:1 q:� THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR TYPE OF INSURANCE POLICYNUMBER Y F UNITS COMMERCULOENERALLIABIUTY S FACHOCCURRENCEOA�E TO RENTED CLAIMS44ADE ❑ OCCUR S MED FXP Anane S PERSONAL A ADV INJURY s WA GENU AGGREGATE LIMIT APPLIES PER: GENERAL AGGREGATE $ POLICY O JECT D LOC PRODUCTS -COMPIOP AGO S t $ OTHER: I AUTOMOBILE LIABILITYINGLE LIMIT s ANYAUTO BODILY INJURY (Par person) B— ALL OWNED SCHEDULED AUTOS AUTOS N/A BODILY INJURY (ParacvdaM) $ PROPERTYDAMAGE s HIREDAUTOS NON -OWNED S UMBRELLIILW OCCUR EACH OCCURRENCE S AGGREGATE s EXCESS LIAR CUUMSAIADE NIA DED RETENTION S $ A WORKERS COMPENSATION AND EMPLOYERS' LIABILITY. ANYPROPMETOR(PARTNERIEXECUTIVE YIN OFFICERIMEMBEREXCLUDEDT wA (Mandatory N NH) WA NIA - 6HUB5655113918 08202018 08120/2019 X T M - E.L. EACH ACCIDENT $ 500,000 E.L. DISEASE -EA EMPLOYEE S 500,000 IT describe under DESCRIPTION OF OPERATIONS below E.L. DISEASE - POLICY LIMIT $ 5W ,000 N/A DESCRIPTION OF OPERATIONS/ LOCATIONS I VEHICLES (ACORD 101, AddObml Remarks stlndule, maybe MfaMsd seem, spew M mmArad) Workers' Compensation benefits will be paid to Massachusetts employees only. Pursuant to Endorsement WC 20 03 06 B, no authorization is given to pay claims for benefits to employees in states other than Massachusetts if the insured hires, or has hired those employees outside of Massachusetts. This certificate of Insurance shows the policy in force on the dale that this certificate was Issued (unless the expiration date on the above policy precedes the issue date of this cenificate of insurance). The status of this coverage can be monitored daily by accessing the Proof of Coverage - Coverage Verification Search too] at www.mass.govAwdhworkers-compensationfinvestigations/. SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN Town of Yarmouth - Building Department ACCORDANCE WITH THE POLICY PROVISIONS. 1148 Route 28 1 `` South Yarmouth MA 02664 eat Daniel M. Cr4y, CPCU, Vice President -Residual Market- WCRIBMA - - - ACORD 25 (2014101) The ACORD name and logo are registered marks of ACORD NO CIIe.,N!• 111A1 1 inIUCB ICH ACORD. CERTIFICATE OF LIABILITY INSURANCEDATE(MMIDONYYY) 1013112018 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder Is an ADDITIONAL INSURED, the policy(les) must be endorsed. If SUBROGATION IS WAIVED, subject to the temis and conditions of the policy, certain policies may require an endorsement A statement on this certificate does not confer rights to the certificate holder In lieu of such endorsement(s). PRODUCER Dowling & O'Neil Insurance Agy 9731yannough Road CONTACT NAME: N, 5,r, 508 775.1620 D N, ; 5087781218 WA L P.O. Box 1990 Hyannis, MA 02601 INSURERS AFFORDING COVERAGE NAICe INSURERA:xuMM.--Camp.M 14788 INSURED Jeffrey Jones Classic Construction Inc. 65 Cranes Lane Brewster, MA 02631 INsuRER e : aM.q naw,lq aa,ras.tsal»m 33618 INSURER c: D: INSURER E LN N` INSURER F: LIMITAPPLIES PER: X PRP X LOC CnVFRAGFS CFRTIFICATF NIIMRFR• REV181nN NOMRER- THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACTOR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR LTR TYPE Of INSURANCE DDL SUBAPOLICY NUMBER IMWDDrYYYY1 ELP (MMIDONYTY) LIMITS A GENERAL LIABILITY X COMMERCIAL GENERAL LIASIUTY CWMS4AADE OCCUR MOM 8/20/2018 08120/20119 ENCE s1000000 EDApcMHpGoEccuRRR=n.) PREMISE Ea o¢TurtOence $500 ,000 MEDEXP aro $10000 PERSONAL a ADV INJURY $1 000 000 GENERAL AGGREGATE s2,000,000 GENT. AGGREGATE 17 POLICY LIMITAPPLIES PER: X PRP X LOC PRODUCTS -COMPIOP AGO s2000000 s B AUTOMOBILEIJABIUTY ANY ALTO ALLOWNEDX SCHEDULED AUTOSIX IREDAUTOS X AUTOS NON-0WNED AUTOS 6212563 3/0812018 03/081201S COMABBIINEDSING LIMIT 1,000000• BODILY INJURY (Par panni) s BODILY INJURY(PM acedem) s PROPERTY DAMAG r (PW aowent) S UMBRELLA LIAB EXCESS LIAB OCCUR CLAIMS -MADE I EACH OCCURRENCE $ AGGREGATE $ DED I I RETENTION S $ WORKERS COMPENSATION AND EMPLOYERS' LIABILITY YIN EClrTNE� OOFFICEPJMEMBER EXCLUDED? (Mandatary In NN) DESCRIPTION OF OPERATIONS MIaw NIA - - _ WCSTAT OTF4 TST_ EL EACH ACCIDENT- s E.L. DISEASE • EA EMPLOYEE $ E.L. DISEASE -POLICY LIMIT 1 $ DESCRIPTION OF OPERATIONS LOCATIONS I VEHICLES (Aaach ACORD 101, AddMb,Ml Remarks atlladuM, a mon apace In mgWmd) Insurance coverage is limited to the terns, conditions, exclusions, other limitations and endorsements. Nothing contained in the certificate of Insurance shall be deemed to have altered, waived, or extended the coverage provided by the policy provisions. Town of Yarmouth Building THEULD EEXPIIRRATTIIONN DTHE ATE DESCRIBED E THEREOF, NOTICEES BE WILL BECDEUVERLED BEEDDN Department ACCORDANCE WITH THE POLICY PROVISIONS. 1146 Route 28 South Yarmouth, MA 02664 AUTHONIM REPRESENTATIVE ®1998.2010 ACORD CORPORATION. All rights reserved. ACORD 25 (2010105) 1 of 1 The ACORD name and logo are registered marks of ACORD #S222464/M222463 RPSWt PIG...W OM A9 9lnuac.IP1 ACORD. CERTIFICATE OF LIABILITY INSURANCE 1°"�"Y1D01 10/31!20188 THIS CERTIFICATE IS ISSUED ASA MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder Is an ADDITIONAL INSURED, the policy(les) must be endorsed. N SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement A statement on this certificate does not confer rights to the certificate holder In lieu of such endorsement(*). PRODUCER Dowling & O'Neil Insurance Agy 973 lyannough Road CONTACT NAME: IUC Na Ert: 508 775.1620 A1C Na 15087781218 -MAI P.O. Box 1990 Hyannis, MA 02601 INSURERS AFFORDING COVERAGE NAIC0 INSURER A:IrmI--Cw 14788 INSURED Jeffrey Jones Classic Construction Inc. 65 Cranes Lane Brewster, MA 02631 INSURER a : 8-Ift naamely 1--CamPey 33618 INSURERC: INSURER D: INSURER E "SURER F: LIMIT APPLIES PER X PRO- X LOC CnVFRAGFS CFRTIFICATF NIINRFR• REVISIT Ni NNAIRER[ THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACTOR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. LTR TYPE OF INSURANCE DL UB POLICY NUMBER MPOMILDID FF POLICY EXP UNIT* A GENERALLIASILrrY X COMMERCIALGENERAL LLABILITY CWMSaMDE OCCUR MPJ8563C 8/20/2018 08/20/2019 EACH OCCURRENCE $1,000,000 ISE ERa NTTutence 6500000 MEDEXP ane on $16000 PERSONAL S ADV INJURY $1000000 GENERAL AGGREGATE - s2 000 000 _ GENLAGGREGATE 17 POLICY LIMIT APPLIES PER X PRO- X LOC PRODUCTS -COMPIOP AGO s2000000 $ B AUTOMOBILEUABLLITY ANY AUTO ALL AUTOS OWNED X AUTOSSCHEDULED HIRED AUTOS X NON -OWNED AUTOS IX 6212563 3/08/2018 03/08/201 fECOMBINawdll IN LIMY $1,000,000 BODILY INJURY (Per person) S INJURY s BODILY INm PROPERTY DAMAGE $ i UMBRELLA LIAB EXCESS LMB OCCUR CLAIMS -MADE EACH OCCURRENCE f AGGREGATE S DED I I RETENTION $ WORKERS COMPENSATION AND EMPLOYERS' LIABILITY Y I N ANY PROPRIETORIPARTNERtEXECUTNE OFFICERRAEMBER EXCUAGED7 (Mandatory In NH) Ifyea� describe, OESCRIPTICN OF OPERATIONS hebw NIA W �TATU- OT14 ER E.L. EACH ACCIDENT s E.L. DISEASE -EA EMPLOYEE S E.L. DISEASE -POLICY LIMIT S DESCRIPTION OF OPERATIONS LOCATIONS VEHICLES (ARach ACORD 101, AdduaMl Remarks Schedule, N mon space Is required) Insurance coverage is limited to the terms, conditions, exclusions, other limitations and endorsements. Nothing contained in the certificate of Insurance shall be deemed to have altered, waived, or extended the coverage provided by the policy provisions. Town ofYarmouth Building SHOULD ABOVE POLICIES LCANCELLED EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED N Department ACCORDANCE WITH THE POLICY PROVISIONS. 1146 Route 28 South Yarmouth, MA 02664 AUTHORIZED REPRESENTATIVE ®1988.2010 ACORD CORPORATION. All rights reserved. ACORD 25 (2010105) i of i The ACORD name and logo are registered marks of ACORD #S222464/M222463 RPSW1 Cllentll: 712698 BAXTEINC ACORD. CERTIFICATE OF LIABILITY INSURANCE D TZ (MM TYPE OF INSURANCE 8/301/30/22RJDIYYY71 8018 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder Is an ADDITIONAL INSURED, the policy(les) must have ADDITIONAL INSURED provisions or be endorsed. If SUBROGATION IS WANED, subject to the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer any rights to the certificate holder In lieu of such endorsement(s). PRODUCER CONTACT NAME: USI Insurance Services LLC PHONE 855 8740123 AIC Fnt: AIC No: 3 Executive Park Drive, Suite 300 E+aAIL IL Bedford, NH 03110 ADDRESS: 655874-0123 INSURERS AFFORDING COVERAGE NAICS INSURER A: ON RPPPBM Uwm neumwe CenPeW 31143 INSUREDa � Nabe--ceneum 23809 INSURER e: eew 1Wc INSURER C: Am -Ale—flalmun--C-11 19720 10 Bay View Street West Yarmouth, MA 02673 INSURER D: 3/29/2018 03/29/201 INSURERE: INSURER F: BODILY INJURY (Per accident) $ COVERAGES CERTIFICATE NUMBER: REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACTOR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. LTR TYPE OF INSURANCE ADDL SUB POUCYNUMBER POLICY EFF MMM POLICY EXP MMID UNITS A X COMMERCIAL GENERAL LABILITY CLAIMS -MADE OCCUR X BI/PD Ded:5,000 ORANGL00005900 -- -- --'- 8/01/2018 - 031291201S "' _ $1,000,000 pEDACH��OEECiCTURpRENCE PREMISES EeE mnn $50000 MED EXP one person snone PERSONAL&ADV INJURY $1,000,000 GEN'L AGGREGATE LIMIT APPLIES PER - POLICY ❑ JECT LOC OTHER GENERAL AGGREGATE s2,000000 PRODUCTS - COMP/OP AGO s2,000,000 S C AUTOMOBILE X LIABILITY ANY AUTO AITOS ONLY X SCHEDULED AUTOS NON-OWNEDPROPERTY HIRED AUTOSONLY AUTOS ONLY X AUTOS LV 2LA2CA000022703 3/29/2018 03/29/201 Ce;BEeOSINMITGLEU$1,000,000 BODILY INJURY (Per person) $ BODILY INJURY (Per accident) $ DAMAGE Per aaYdeM $ r AUMBRELLA X LAB X EXCESS UAS OCCUR CLAIMS -MADE ORANXS00004200 I 8/01/2018 03/29/201 I EACH OCCURRENCE s5 OOO OOO AGGREGATE $5 000 000 DED I X RETENTION 10000 $ WORKERS COMPENSATION AND EMPLOYERS' LABILITY ANY PROPRIETORIPARTNER/EXECUTIVE YIN OFFICER/MEMBER EXCLUDED? (Mandatary In NH) y desc lbe siker DESCRIPTION OF OPERATIONS below NIA PER OTH- STATU E.L. EACH ACCIDENT $ E.L DISEASE - EA EMPLOYEE S EA -DISEASE -POLICY LIMIT S B Riggers Liab 02LX0670460333 3/29/2018 0312912019 $1,000,000 DESCRIPTION OF OPERATIONS I LOCATIONS I VEHICLES (ACORD 101, Additional Remarks Schedule, my be attached N mon epees Is m0ulrod) This Certificate is Issued for Insured operations usual to a crane and rigging company. Pleasant Bay Homes P.O. Box 207 Harwich, MA 02645 ACORD 25 (2016103) 1 of 1 #S23778596/M23773236 SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. AUTHORIZED REPRESENTATIVE 506. 01988-2015 ACORD CORPORATION. All rights reserved. The ACORD name and logo are registered marks of ACORD AKNZP a oRo' CERTIFICATE OF LIABILITY INSURANCE 8/06/2018 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED, the policy(les) must be endorsed. If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, terrain policies may require an endorsement A statement on this certificate does not confer rights to the certificate holder In lieu of such andorsement(s). PRODUCER CONTACT NAME' =N (877)234-4420 ,No, Ert: _ Fax (A/C, Nog (877)234-4421 Applied Risk Insurance Services, Inc. 10825 Old Mill Rd Omaha, NR 68154 E41AIL ADDRESS: PRODUCER c sT M IDs (877)234-4420 - INSURER(II) AFFORDING COVERAGE NAICS PERSONAL &ADV IN $ INSURED INSURERA Continental Indemnity CO. 28258 INSURER B: B"te`r;'Ipc. `1'0-BayvL ewy E INSURER C: INSURER D; Nest Yarmouth, MA 02673-8203 INSURER E: CTL 1273 1473539 r7 INSURER F: ' COVERAGES CERTIFICATE NUMBER: REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACTOR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAYBE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR TYPE OF INSURANCE ADDSUB INSR WVD POUCYNUMBER POLICY EFF POLICY EXP MMIDDIYYYYI GENERAL LABILITY COMMERCIAL GENERAL LIABILfrY _ - OCCUR ClA1M$ MADE ❑D .... _ -- -' - _ __. EACH 0 RU RENCE $ - DAMAGPRFMISF9(17a TED $ MED EXP (any IniI Nmnl S PERSONAL &ADV IN $ GENERAL AGGREGATE $ GENT AGGREGATE LIMIT APPLIES PER: PRO- LOC POLICY JECT S f AUTOMOBILE LIABILITY ANYAUTO ALL OWNED AUTOS SCHEDULEDAUTOS HIREDAUTOS NON-OWNEDAUTOS r7 COMBINED SINGLE LIMIT S BODILY Por arson S BODILY INJURY M& a0ddontl S PROPERTYDAMAGE Per arxldenl $ S UMBRELLA LAB EXCESS LAB OCCUR, CLAIMS MADE - ❑❑ - _ - - - - - EACH OCCURRENCE S AGGREGATE - - II - DEDUCTIBLE RETENTION S S S A WORKERS COMPENSATION AND EMPLOYERS' LIABILITYLIM Y ANY PROPRIETORIPARTNERIEXECUTIVE Y OFFICERIMEMBER EXCLUDED? (Mandatory In NH) N es, desmlre ~ SPECIAL PROVISIONS below NIA F] 46-818258-01-09 10/06/2017 10/06/2018 X WCSTATU- OTH- ER E.L. EACH ACCIDENT $ 1,000,000 EL. DISEASE -EA EMPLOYEE S 11000,000 EL DISEASE • POLICY LIMB 61,000,000 717 DESCRIPTION OF OPERAMONSI LOCATIONS/VEHICLES (Aasch Acord 101,Addlthwlrl Ramrrq 8ched~manequ k Mquimd) Pleasant Bay Hames P.O. Box 207 Harwich, MA 02645 ACORn 9S I7nnamwi SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. AUTHORIZED REPRESENTATN� 118 ACCIRn CORPnRATION_ All rinhfA raAamad B 'L R_ CRANE GGERS License's for Douglas Shea HE -102430 DOUGLASESHEA 17 SEA BREEZE DR ' BOUPNEMA 02532 + 12/27/2018 } State of Rhode Island and Pro%idence Pl a Cations '+�•�� Y Rhode Island Uapamnent of Labor and Training + OSHA 001100683 HYDRAULIC CRANES 00016912 DOUGLAS E SHEA' R.'+s auc.Yxrt,.vy:,;rxw+elee a'U+•.r✓Q:cuemw $at:y a-.fwm+n• t- -- - 17 SEA BREEZE DRIVE : T:xr+2 Cauu • w'.. -� BOURKE MA 02532 - C vvcaan Safety A NealtlsjQHN SHAW 12/31/2018 Admint,nator t:xpiratton Mae .^•.r+e:.T. ... ' '"" ..:Z F Douglas E. hhes x� Y"psn�• x _ " SiBa*t Perv,- '1 i 8i5?e' �T Bs • �R fNC,� � ..A�...� r �� �.,-CRANE S ami ._ flYali d bp2am H. RAchr /'" h �. e + •.,r Per()sRA.ZP0k 1926 it+ STA • pµy.pl..V1 MASSACHUSETTS -102430 DOUGLASESHEA 17 SEA BREEZE DR ' BOUPNEMA 02532 + 12/27/2018 } State of Rhode Island and Pro%idence Pl a Cations '+�•�� Y Rhode Island Uapamnent of Labor and Training + OSHA 001100683 HYDRAULIC CRANES 00016912 DOUGLAS E SHEA' R.'+s auc.Yxrt,.vy:,;rxw+elee a'U+•.r✓Q:cuemw $at:y a-.fwm+n• t- -- - 17 SEA BREEZE DRIVE : T:xr+2 Cauu • w'.. -� BOURKE MA 02532 - C vvcaan Safety A NealtlsjQHN SHAW 12/31/2018 Admint,nator t:xpiratton Mae .^•.r+e:.T. ... ' '"" ..:Z F Douglas E. hhes x� Y"psn�• x _ " SiBa*t Perv,- '1 i 8i5?e' �T Bs • �R fNC,� � ..A�...� r �� �.,-CRANE S ami ._ flYali d bp2am H. RAchr /'" h �. e + •.,r Per()sRA.ZP0k 1926 it+ STA • pµy.pl..V1 y.A e CERTIFICATE OF LIABILITY INSURANCE ee'ACO js3/2oa THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER. IMPORTANT. If the certificate holder Is an ADDITIONAL INSURED, the policy(les) must be endorsed. If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement A statement on this certificate does not confer rights to the certificate holder In lieu of such endorsement(s). PRODUCER - NAME CT Tricia Shepard PlIONN (207) 622-4787 FAx Cross Insurance -Augusta AAAA :tshepardecrossagency.com 116 Community Drive --- -.-. 3/16/2019 - INSURERIS) AFFORDING COVERAGE NAIL 0 NSURERA American Fire L Casualty 24066 Augusta MB 04330 INSURED t Connectors -Inc and SRR Custom Homes INSURERB:Wast American Ins Cc 44393 NSURERC,Ohio Casualty Insurance Cmpany 24074 INSURERD99aine Employers Mutual Ins Co. 36 Holman Lane INSURER E: B 1 INSURER F: Norway la 04268 C/7VFRAr;FSt CFRTIFICATF NI IMRFRCL1831442539 RFVISION NIIMRFR- THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSRR TYPE OF INSURANCE DDL WEIR POLICY NUMBER POLICYE I YE%P :OWL LIMITS - - A X CaYMERCNL GENERAL LIABUJTY CWMSMADE OCCUR -- BXA(19)55998397 --..— 3/16/2018 --- -.-. 3/16/2019 - EACH OCCURRENCE S 1,000,000 DAMAGE PRMISES (En cay. $ 300,000 MED EXP (My one pesos 8 15,000 PERSONAL S AW INJURY $ 1,000,000 GENL AGGREGATE LIMIT APPLIES PER: POLICY Q,PIECT 0LOC OTHER: CT GENERAL AGGREGATE $ 2,000,000 PRODUCTS-COMP/OP AGO $ 2,000,000 S B AUTOMOBIEUABMM X ANY AUTO ALL OWNED 1 6CHEDULED AUTOS SAUTOS AUTOS NO NOWNED AUTOS BAw(19)55998397 3/16/2010 3/16/2019 COMBINED SINGLE LIMIT S 1,000,000 1E, yoWM) BODILY INJURY (Pwp n) S BODILYINJURY(PereaJ M) S PROPERTY DAMAGE $ P UMednwred mowdel $ 1,000,000 L.I X UMBRELLA LIMB EXCESS Loa OCCUR CLNMSAIADE UW(19)55998397 3/16/2018 3/16/2019 EACH OCCURRENCE $ 1.000.000 AGGREGATE $ 11000,000 EDX RETENTION 10,000 S D WORT ERS COMPENSATION AND EMPLOYERS' LIABOJTY ANYPI PRCPRMEIMBEORPFARR UE �� Y❑ (Mn y NH) Y es, deed under DESCRIPTION OF OPERATIONS Debw N/A 3101800825 - 3/20/2015 3/20/2019 1[ R TATUTE E.IN EACH ACCIDENT $ 1,000,000 El. DISEASE -FA EMPLOYEE $ 1.000,000 E DISEASE -POLICY LIMIT S 11000,000 DESCRIPTIONOFOPERATK*AILOCATION3/VENICLES(ACORD101, AddkWWRwnrke8crmdu%NMYNAeaeNcdNm "amismWW*dl - Evidence of Liability Coverage. Pleasant Bay Homes 256 Pleasant Hay Road East Harwich, MA 02645 SHOULD ANY OF THE ABOVE DESCRIBED POUCIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE .WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS, AUTHORMED REPRESENTAYNE Shepard/TJA Q ACORD 25 (2014101) The ACORD name and logo are registered marks of ACORD INS025mimiI HOMES Set Certification This will certify that Richard Hott, Timothy Hill and Troy Lord representing Set Connect, are approved by Apex Homes to install a``,; single family home. The single-family home will be purchased by our builder, Pleasant Bay Homes, who is not an agent of Apex Homes. Pleasant Bay Homes has requested the installation a single-family house at 54 Old Hyannis Road, in the town/city of Yarmouth Port, Massachusetts 02675 for his customer. -Factory Identification Number QN-16854 Signature: .9C� .N' r1T l ld Name: Kyle Nornhold --------------- Title: Director of Engineering Date: October 29th. 2018 1.800.326.9J24�anexhomsrvfoiacom - .,..r ... ...... a .. .._. w. p TOWN of YARMOUTH BUILDING DEPARTMENT. Date: October 29, 2018 To Whom It May Concern: Name : Leslie Roselli CO U(?(, DeAMS %ff- l+- Oa(3q Builder: Classic Construction Inc. Jeffrey Jones 508-237-8924/508-896-8369 - As the contractor of record for the project at : 54 Old Hyannis rd. Yarmouthport ,Ma 02675 Thank you, JN . V,O' yaDtr A, K.••"lot 4F vit 4 - , 1 '06 yy 3. 14�v jo 104 41' 41 14 I Ot yrs 14 ml yqy Y" R iii �05 Anchor Bolts: 5/8"L Bolts 28" Spacing at building width (27'6" side) 56" Spacing at building legnth & garage 6-12" From End of Sill Plates, 7"min Concrete Embedment Washers: 3"x3"x1/4"thk Plate Washers 10"1 3— #5 ® 52" O.C. Horiz. Steel *Wrap 2' ® Splices ,, fy=40ksi min 9'6" N 0 0 c E M 2x4" Key 10" o , _#5 ® 7" O.C. fc=3000psi min. Poured Concrete Foundation Wall *Footing To Be Set On Native Undisturbed, Non—Organic Soil or Mechanically Compacted Medium—Coarse Sand *Compacted in 6" Lifts x— — — — — — — — — — — — — — — — — — w 00 M r — — — — — — — — — — — — -� I � I 10"k20'Footing w/ 3-15 rebars 1 3" 12' Foundation Wall —91Y6 10' Footing Pad w/ 15 rebars 4 \ 1'-1�6" 10'-9" Garage Walls o I 8" Foundation Walls \ 1 L `i — / 35 23' / 3 ., DANIEL' P. CROTEAU CIVIL No. 46253 Pads 1 12 "oc —4" —3" —6Yz" 7'-3y2" _7"E'-8'� 25'x25' 3'x3' 7,5x4' 25x2.5' 2.5x2.5' 10' Foundation Walls, — — unless otherwise labeled — — — — — — — — J — — — — — — — — — — — — — 4'-413/1s —73 6 INDICATES A SIMPSON STHD14RJ FOUNDATION STRAP 14' embedment *Strap Locations per Apex Homes specs. to match interior framing. Notes 1.) Anchor Bolts: 5/8"L Bolts ® 28" & 56"max spacing (see detail) & 6-12" from end of sill plates, 7"min Concrete embedment Washers: 3"x3"x1/4"thk plate washers 2.) Foundation Footings: 20"X10" Poured Concrete, fc=2500psi min Column Footings: 10" w/#5 rebar at 12"max spacing. 3.) Foundation Walls: 10"thick for 9' basement, 8" for garage. Poured Concrete, fc=3000psi min. Install continuous horiz. rebars as shown. Lap splice length: 24". 4.) SIMPSON Strong Tie—Holdowns: STHD14RJ to be Installed per 1 manufacturer specs, 14"min embedment. 5. Garage Slab: 4"thick Poured Concrete, fc=3500psi, 6x6-10guage WWF. 6.� Window locations determined by general contractor. Window area to be min 2% of basement floor area. N TOVIN OF YAPMOUTH BUII.DING DEPARTN= PLAN REVIEW & BUILDING PERMIT APPLICATION REVIEW __ Applicant Name Permit Address _Stk 010 �yAnn►g Revisw Date k - � - I5 3 �Q�toor S 3 `% vim tri' D;x;r Con, Pit G$S x •� 3`tuc Sears, Tim From: Sears, Tim Sent: Monday, December 24, 2018 8:11 AM To: Imandjjones@comcast.net' Subject: 54 Old Hyannis Jeffery, I have reviewed your application for 54 Old Hyannis Rd, and there are some items we need to complete your application; 1. Floor plan with all rooms labeled and smoke/CO/Heat detectors marked to code 2. Location of data plate and all stickers 3. Old Kings Highway Approval Please submit these items for review Thankyou Timothy Sears CBO Building Inspector Town of Yarmouth 508-398-2231 Ext. 1259 mailto:tsears@varmouth.ma.us 1 GENERAL NOTE5: A.) NEITHER DRIVEWAYS NOR PARKING AREAS ARE ALLOWED OVER SEPTIC SYSTEM UNLESS H-20 COMPONENTS ARE USED, B.) THE DESIGNER WILL NOT BE RESPONSIBLE FOR THE SYSTEM AS DESIGNED UN- LE55 CONSTRUCTED AS SHOWN. ANY CHANGES SHALL BE APPROVED IN WRITING. C.) CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION OF ALL UNDERGROUND AND OVERHEAD UTILITIES PRIOR TO COMMENCEMENT OF WORK. CONSTRUCTION NOTES: 1 .) ALL CONSTRUCTION SHALL CONFORM TO THE STATE ENVIRONMENTAL CODE, TITLE 5, AND THE REQUIREMENTS OF THE LOCAL BOARD OF HEALTH. 2.) SEPTIC TANK(5), GREASE TRAP(5), D051NG CHAMBERS) AND DISTRIBUTION BOXES) SHALL BE SET ON A LEVEL STABLE BASE WHICH HAS BEEN MECHANICALLY COMPACTED, OR ON A G INCH CRUSHED STONE BASE. 3.) SEPTIC TANK(5) SHALL MEET A5TM STANDARD C 1 127-93 AND SHALL HAVE AT LEAST THREE 20" DIAMETER MANHOLES. THE MINIMUM DEPTH FROM THE BOT- TOM OF THE SEPTIC TANK TO THE FLOW LINE SHALL BE 48". 4.) SCHEDULE 40 PVC INLET AND OUTLET TEES SHALL EXTEND A MINIMUM OF G" ABOVE THE FLOW LINE OF THE SEPTIC TANK AND SHALL BE INSTALLED ON THE CENTERLINE OF THE TANK DIRECTLY UNDER THE CLEANOUT MANHOLE. 5.) PAI5E COVERS OF THE SEPTIC TANK AND DISTRIBUTION BOX WITH PRECAST CONCRETE WATER TIGHT RISERS OVER INLET AND OUTLET TEES TO WITHIN G" OF FINISH GRADE, OR AS APPROVED BY THE LOCAL BOARD OF HEALTH AGENT. G.) PIPING SHALL CONSIST OF 4" SCHEDULE 40 PVC OR EQUIVALENT. PIPE SHALL BE LAID ON A MINIMUM CONTINUOUS GRADE OF NOT LESS THAN I %. 7.) DISTRIBUTION LINES FOR 501L ABSORPTION SYSTEM (AS REQUIRED) SHALL BE 4" DIAMETER SCHEDULE 40 PVC LAID AT 0.005 FT/FT. LINE SHALL BE CAPPED AT END OR A5 NOTED. 8.) OUTLET PIPES, FROM DISTRIBUTION BOX SHALL REMAIN LEVEL FOR AT LEAST 2' BEFORE PITCHING TO SOIL ABSORPTION SYSTEM. WATER TEST DISTRIBUTION BOX TO ASSURE EVEN DISTRIBUTION. 9.) DISTRIBUTION BOX SHALL HAVE A MINIMUM SUMP OF G" MEASURED BELOW THE OUTLET INVERT. 10.) BASE AGGREGATE FOR THE LEACHING FACILITY SHALL CONSIST OF 3/4" TO 1-1/2" DOUBLE WASHED STONE FREE OF IRON, FINES AND DUST AND SHALL BE INSTALLED BELOW THE CROWN OF THE DISTRIBUTION LINE TO THE BOTTOM OF THE SOIL ABSORPTION SYSTEM. BASE AGGREGATE SHALL BE COVERED WITH A 2" LAYER OF 1/8" TO 1/2" DOUBLE WASHED STONE FREE OF IRON, FINES AND DUST. 1 1.) VENT SOIL ABSORPTION SYSTEM WHEN DISTRIBUTION LINES EXCEED 50 FEET; WHEN LOCATED EITHER IN WHOLE OR IN PART UNDER DRIVEWAYS, PARKING AREAS, TURNING AREAS OR OTHER IMPERVIOUS MATERIAL; OR WHEN PRESSURE DOSED. 12.) SOIL ABSORPTION SYSTEM SHALL BE COVERED WITH A MINIMUM OF 9" OF CLEAN MEDIUM SAND (EXCLUDING TOPSOIL). 13.) FINISH GRADE SHALL BE A MAXIMUM OF 3G" OVER THE TOP OF ALL SYSTEM COMPONENTS, INCLUDING THE SEPTIC TANK, DISTRIBUTION BOX, D051NG CHAMBER AND 501L ABSORPTION SYSTEM. SEPTIC TANKS SHALL HAVE A MINIMUM COVER OF 9". 14.) FROM THE DATE OF INSTALLATION OF THE 501L ABSORPTION SYSTEM UNTIL 501L TEST LOGS: TF4T Hr11 F I . FI -Cd 1 4 - DEPTH DEPTH FROM SURFACE (INCHES) SOIL HORIZON SOIL TEXTURE (USDA) SOIL COLOR (MUN5ELL) SOIL MOTTLING OTHER 0-9 A Loamy Sand I 0YR3 2 NONE PERC 72" 9-48 B Fine Sandy Loam I OYR5 4 NONE TIMED PERC: 9-0 5 MIN 48-120 C I Fine Sand I 0YR7 4 NONE RATE: <2MIN IN 455 GPD>440 GPD REQUIRED Exl5ting Well NOTE: A GARBAGE DISPOSAL IS NOT PERMITTED WITH TH15 DESIGN. G2 Old Hyannis Road INSTALL: li ONE (I) - 1500 GALLON SEPTIC TANK PER BOH RECORDS ONE (1) - 3 OUTLET DISTRIBUTION BOX (H-20 Rated) THREE (3) - 500 GALLON LEACH CHAMBERS WITH 4' OF STONE ALL AROUND TFr,T H171 F P: FI =r= 2+ DEPTH FROM SURFACE (INCHES) SOIL HORIZON 501L TEXTURE (USDA) SOIL COLOR (MUN5ELL) SOIL OTHER MOTTLING 0-12 A Loamy Sand I 0YR3 2 NONE 12-42 B Fine Sandy Loam I OYR5 4 NONE 42-180 1 C I I Fine Sand I OYR7 4 I NONE ONE (I) 33.5'X 12.,5.3'X 2.0' LEACHING CHAMBER CAN LEACH: Vt=[(33.5 X 12.83) + (33.5 X 2.0)2 + (12.83 X 2.0)2] X 0.74 GPD/5F=455.10 GPD 455 GPD>440 GPD REQUIRED Exl5ting Well NOTE: A GARBAGE DISPOSAL IS NOT PERMITTED WITH TH15 DESIGN. G2 Old Hyannis Road INSTALL: li DATE OF TESTING: JUNE 8, 2017 PERCOLATION RATE: LE55 THAN 2 MIN/INCH IN "C" LAYERS. WITNE55ED BY: DOWN CAPE ENGINEERING PHILIP RENAUD, AGENT, YARMOUTH HEALTH DEPARTMENT NO WATER ENCOUNTERED USE A LOADING RATE OF 0.74 GPD/5F FOR SIZING OF 501L ABSORPTION SYSTEM. X 84.1 PROPOSED SAS X 83.5 G2 Old Hyaanr, s Road \ / \ PER BOH RECORDS X 84.0 SAVE TREES \ \ \ WITHIN THESE AREAS PROPOSED X ^N6 WINDOW WELL \ O ` , 6.1 61.8 X 80,5 x6.3 220.06' , X 62,2 x 63.8 RECEIPT OF A CERTIFICATE OF COMPLIANCE, THE PERIMETER OF THE SOIL ABSORP- i, � � ,��� �, r �L'�x 64.1 TION SYSTEM SHALL BE STAKED AND FLAGGED TO PREVENT THE USE OF SUCH O x � 2,4 64.2 AREA FOR ALL ACTIVITIES THAT MIGHT DAMAGE THE SYSTEM. % X 51 I<: `-a-\ Q O x 7 .4 �I UP#IUI I/6 X 63.8 0 66.5 15.) THE BOARD OF HEALTH SHALL REQUIRE INSPECTION OF ALL CONSTRUCTION x e31 \ \ ' I I I BY AN AGENT OF THE BOARD OF HEALTH (OR THE DESIGNER IF THIS SYSTEM RE- U' QUIRES AVARIANCE AND MAY REQUIRE SUCH PERSON TO CERTIFY IN WRITING I DB�- _ / THAT ALL WORK HAS BEEN COMPLETED IN ACCORDANCE WITH THE TERMS OF THE I+ \! \ ' f x �6,5 TP1 o PERMIT AND APPROVED PLANS. 48 HOURS ADVANCE NOTICE 15 REQUESTED. ' �` \ I f�64,1 x 64,4 \' � "" \' I Aro mate E � c5 7 �` I G.) ENGINEER * HEALTH AGENT SHALL WITNESS SOILS WITHIN THE 5A5 TO EL=70.0 PRIOR TO INSTALLATION OF SAS. 17.) SOIL REMOVAL: ALL TOPSOIL AND SUBSOIL (A It B LAYERS) SHALL BE REMOVED FOR A DISTANCE OF 5' FROM THE SOIL ABSORPTION SYSTEM DOWN TO THE CLEAN SAND LAYER. AREA TO BE BACKFILLED WITH CLEAN SAND AND COMPACTED TO MINIMIZE SETTLING. CLEAN SAND EL=G2.7± 18.) OWNER / CONTRACTOR SHALL REVIEW HOUSE LOCATION AND GRADING PRIOR TO EXCAVATION, 2.83 §} XO D A\ rn I / I 6 .7 CD O Conveyance Parcel s ` \' of ` I to Vacant Land '�� Y 10.8' { o �� ,9 "£ \ h 70 LOT I X 65.5 / 83x 5 :- �x t+ .,�,r,�`'a a`a c �,� e 5 ,. r'..., 11 .. \ - ' O x 648 s >x x \h I 17 ,9 I y Area- 48,080 SF±+ J/ ` a I ' , 1 \ U land = 48 080 SF g ' / „�: 'X8 6, 0 yt N \ I � r �X✓ N \ + g 0 NATIVE STONE X 76•8 / \ \ 1)ti:3 WALL TOW=8G.O± X 81,� 50W=84.0± Jr6 i O DISTRIBUTION BOX AND oI \ \ X 85.5 836 CENTER SAS CHAMBER Q \ r SHALL BE BUILT UP ' \ TO WITHIN G FINISH \\ GRADE 100.0' FR M PROPOSED 7 S �7.9 I \ I x 79.4 I \ \ 1 I 1 FLOW PROFILE: NOT TO SCALE 24" DIAMETER CONCRETE COVERS RAISED TO WITHIN G" OF FINISH TOP OF FOUNDATION GRADE (OR A5 NOTED) EL=85.0± (SEE NOTE #5) ' -A Proro5ed EL= 84.0±MAXV A +I 0.50 80.25 10" 14" 3" T4'0" GAS BAFFLE - 12-4 1500 GALLON SEPTIC TANK \ 107 57- p41 80 ❑ L 5A5 PLAN VIEW �0 8 o X79.1. SCALE: I - 10 \ I \ Parcel 12.4 I Vacant Land Parcel 12.5 \ Vacant Land FOUR(4) COVERS TOTAL \ TWO(2): SEPTIC TANK I ONE(I) D15OX ONE(I) SAS PROF WELL BENCHMARK: Tor of Concrete Bound EL=85.8± (1988 daturn) x NAT VE ST�NE �rn p / ° o WAL� �ii,z� I x 6sa Wetland = 000 SF± " I rh R� Co l k , TO=78.0 1'05 s x ?,f=. o 65,8 3 pRC7b' I BO =7G.0 \ �� �FLLI N^ -aC 66.0 { ^ID 6 .8 U $51, ELS 85 0 m I 8.1 - X UG G ? � UG ` 1 G PRQ�OSEDLyG ELE�RIC\UG - UG x 65.4PRZ �- , s p r ��,. G UG UG UG 1 ' ''.,,.UG UG U UG. X 65.9 ° k tt" �' h r a G �G _ ' UG UG UG X e3.1 t 19 4.. x �1 C9 (D 6Sk O 8 .. • , ' •. ..C.O. '.ED OPS' O G x qLOW 30 \ x 6I PO x 65.9 �CFG\ P . G x 68.4 \ �G 65.7 q x 81.5' 21 I .G'± o X 83.7 NATIVE STONE \ �j3x� x far;, L, ar CT) WALL M 1 84.0 h X 67.0 o TOW=83.0± BOW=80.0± ` ' / x 68,5 / �� I° N I I I / � \ x 83.0 x 67.0 � � /// � 24p.98 I J I x 66.9 = 83x2 I+ \ I' _ x 70. X 68.2_ `- G8 65.8 ° X 67,1 X 7�" ! N O � o 0 O X 75.3 85.3 • • � � _ X 83.2 PLAN ° x83.8 x79.4 I X 84.3 i SCALE 1 "=20' o SAVE TREES Utility Pole # 101 1/5 / WITHIN THESE AREAS 6.4 SUM Pro o5ed EL=82.0± ?ro o5ed EL= 81.0± 33" Proposed 78.3± (9" Min - 3G" Max) ' 2" LAYER OF 1/8" - 112" STONE 80.00 77 50 �� / 3/4" - 1-1/2" STONE 8. 7 78.60 2" DROP i .50 USE THREE(3) 5HOREY PRECAST 500 GnLLON LEACH CHAMBERS 24.3' Longest Run WITH 4' OF STONE AROUND •�•-- I G' 20' (END VIEW) INSPECTION NOTE: DB -3 -- EL=51.2± BOTTOM TEST HOLE 2 PRIOR TO FINAL INSPECTION BY THE ENGINEER, SYSTEM D -BOX LEACHING CHAMBER NEEDS TO BE COMPLETE INCLUDING BUILDUP FOR COVERS. H-20 33.5x 12.83'x2.0' R E ('160 E I V I NOV - 7 2018 YAKMUU 11 H OLD KING'S HIGHWA NOV 26 2018 YARMOUTH UTH OLD F`1N.G'S H1GIHAAy RECEIVED NOV 2 7 2018 TOWN CLERK SOUTH YARMOUTH, MA 0 20 40 GO INEMMMME 1 "= 20' G:\AAjob5Vone5-Cla55icCon5truction\54oldhyanni5\84135cl5.clwcj ZONING CLASSIFICATION ZONE R-40 (RESIDENTIAL) MINIMUM AREA 40,000 S.F. MINIMUM FRONTAGE 150 FEET FRONT YARD SETBACK 30 FEET 51DE YARD SETBACK 20 FEET REAR YARD SETBACK 20 FEET MAXIMUM BUILDING HEIGHT 35 FEET MAXIMUM BUILDING COVERAGE 25% PROPOSED BUILDING COVERAGE PROP05ED DWELLING 2,107 SF± PROPOSED REAR PORCH 220 5F± PROPOSED FRONT STEP 3G 5F± PROPOSED POOL 2 1 G 5F± TOTAL 2,579 SF± Budding Area X 100= 2,579 51" X I00= 5.3% Lot Area 48,080 SF RESIDENTIAL BUILDING HEIGHT ZONE R-40 (RESIDENTIAL) MAXIMUM HEIGHT 35 FEET MINIMUM STORIES THREE(3) AVERAGE GRADE t PROPOSED HEIGHT AVERAGE NATURAL GRADE: FRONT: 83.2+83.7+83.0/3=83.3 MAX ALLOWABLE HEIGHT: EL= 35'+83.3= 1 18.3 PROPOSED HEIGHT: BUILDING HEIGHT 25.5 FEET/TOF TO PEAK PROPOSED PEAK: EL=25.5 + 85.0 = 1 10.5 PROPOSED PEAK EL= 1 10.5 < EL= 1 18.3 (MAX) BUILDING HEIGHT OKAY ®�\\ OF lUlq`> sok" 0 /o JOHN M. O'REILLYM. C) CIVIL I_L'! to r 1` 7 5Y5TEM DE51GN CALCULATIONS: SEWAGE DESIGN FLOW: 4 BEDROOM DWELLING @ 110 GPD = 440 GPD LEACHING CAPACITY REQUIRED: 4 BEDROOMS (MAX.) @ 110 GPD = 440 GPD REQUIRED SEPTIC TANK CAPACITY REQUIRED: DAILY FLOW = 440 GPD @ 2009/b = 880 GAL. REQUIRED SEPTIC TANK CAPACITY PROVIDED: 1 500 GALLON SEPTIC TANK (MIN. ALLOWED) LEACHING CAPACITY PROVIDED: ONE (I) 33.5'X 12.,5.3'X 2.0' LEACHING CHAMBER CAN LEACH: Vt=[(33.5 X 12.83) + (33.5 X 2.0)2 + (12.83 X 2.0)2] X 0.74 GPD/5F=455.10 GPD 455 GPD>440 GPD REQUIRED Exl5ting Well NOTE: A GARBAGE DISPOSAL IS NOT PERMITTED WITH TH15 DESIGN. G2 Old Hyannis Road INSTALL: li ONE (I) - 1500 GALLON SEPTIC TANK PER BOH RECORDS ONE (1) - 3 OUTLET DISTRIBUTION BOX (H-20 Rated) THREE (3) - 500 GALLON LEACH CHAMBERS WITH 4' OF STONE ALL AROUND PROPOSED SAS X 83.5 G2 Old Hyaanr, s Road \ / \ PER BOH RECORDS X 84.0 SAVE TREES \ \ \ WITHIN THESE AREAS PROPOSED X ^N6 WINDOW WELL \ O ` , 6.1 61.8 X 80,5 x6.3 220.06' , X 62,2 x 63.8 RECEIPT OF A CERTIFICATE OF COMPLIANCE, THE PERIMETER OF THE SOIL ABSORP- i, � � ,��� �, r �L'�x 64.1 TION SYSTEM SHALL BE STAKED AND FLAGGED TO PREVENT THE USE OF SUCH O x � 2,4 64.2 AREA FOR ALL ACTIVITIES THAT MIGHT DAMAGE THE SYSTEM. % X 51 I<: `-a-\ Q O x 7 .4 �I UP#IUI I/6 X 63.8 0 66.5 15.) THE BOARD OF HEALTH SHALL REQUIRE INSPECTION OF ALL CONSTRUCTION x e31 \ \ ' I I I BY AN AGENT OF THE BOARD OF HEALTH (OR THE DESIGNER IF THIS SYSTEM RE- U' QUIRES AVARIANCE AND MAY REQUIRE SUCH PERSON TO CERTIFY IN WRITING I DB�- _ / THAT ALL WORK HAS BEEN COMPLETED IN ACCORDANCE WITH THE TERMS OF THE I+ \! \ ' f x �6,5 TP1 o PERMIT AND APPROVED PLANS. 48 HOURS ADVANCE NOTICE 15 REQUESTED. ' �` \ I f�64,1 x 64,4 \' � "" \' I Aro mate E � c5 7 �` I G.) ENGINEER * HEALTH AGENT SHALL WITNESS SOILS WITHIN THE 5A5 TO EL=70.0 PRIOR TO INSTALLATION OF SAS. 17.) SOIL REMOVAL: ALL TOPSOIL AND SUBSOIL (A It B LAYERS) SHALL BE REMOVED FOR A DISTANCE OF 5' FROM THE SOIL ABSORPTION SYSTEM DOWN TO THE CLEAN SAND LAYER. AREA TO BE BACKFILLED WITH CLEAN SAND AND COMPACTED TO MINIMIZE SETTLING. CLEAN SAND EL=G2.7± 18.) OWNER / CONTRACTOR SHALL REVIEW HOUSE LOCATION AND GRADING PRIOR TO EXCAVATION, 2.83 §} XO D A\ rn I / I 6 .7 CD O Conveyance Parcel s ` \' of ` I to Vacant Land '�� Y 10.8' { o �� ,9 "£ \ h 70 LOT I X 65.5 / 83x 5 :- �x t+ .,�,r,�`'a a`a c �,� e 5 ,. r'..., 11 .. \ - ' O x 648 s >x x \h I 17 ,9 I y Area- 48,080 SF±+ J/ ` a I ' , 1 \ U land = 48 080 SF g ' / „�: 'X8 6, 0 yt N \ I � r �X✓ N \ + g 0 NATIVE STONE X 76•8 / \ \ 1)ti:3 WALL TOW=8G.O± X 81,� 50W=84.0± Jr6 i O DISTRIBUTION BOX AND oI \ \ X 85.5 836 CENTER SAS CHAMBER Q \ r SHALL BE BUILT UP ' \ TO WITHIN G FINISH \\ GRADE 100.0' FR M PROPOSED 7 S �7.9 I \ I x 79.4 I \ \ 1 I 1 FLOW PROFILE: NOT TO SCALE 24" DIAMETER CONCRETE COVERS RAISED TO WITHIN G" OF FINISH TOP OF FOUNDATION GRADE (OR A5 NOTED) EL=85.0± (SEE NOTE #5) ' -A Proro5ed EL= 84.0±MAXV A +I 0.50 80.25 10" 14" 3" T4'0" GAS BAFFLE - 12-4 1500 GALLON SEPTIC TANK \ 107 57- p41 80 ❑ L 5A5 PLAN VIEW �0 8 o X79.1. SCALE: I - 10 \ I \ Parcel 12.4 I Vacant Land Parcel 12.5 \ Vacant Land FOUR(4) COVERS TOTAL \ TWO(2): SEPTIC TANK I ONE(I) D15OX ONE(I) SAS PROF WELL BENCHMARK: Tor of Concrete Bound EL=85.8± (1988 daturn) x NAT VE ST�NE �rn p / ° o WAL� �ii,z� I x 6sa Wetland = 000 SF± " I rh R� Co l k , TO=78.0 1'05 s x ?,f=. o 65,8 3 pRC7b' I BO =7G.0 \ �� �FLLI N^ -aC 66.0 { ^ID 6 .8 U $51, ELS 85 0 m I 8.1 - X UG G ? � UG ` 1 G PRQ�OSEDLyG ELE�RIC\UG - UG x 65.4PRZ �- , s p r ��,. G UG UG UG 1 ' ''.,,.UG UG U UG. X 65.9 ° k tt" �' h r a G �G _ ' UG UG UG X e3.1 t 19 4.. x �1 C9 (D 6Sk O 8 .. • , ' •. ..C.O. '.ED OPS' O G x qLOW 30 \ x 6I PO x 65.9 �CFG\ P . G x 68.4 \ �G 65.7 q x 81.5' 21 I .G'± o X 83.7 NATIVE STONE \ �j3x� x far;, L, ar CT) WALL M 1 84.0 h X 67.0 o TOW=83.0± BOW=80.0± ` ' / x 68,5 / �� I° N I I I / � \ x 83.0 x 67.0 � � /// � 24p.98 I J I x 66.9 = 83x2 I+ \ I' _ x 70. X 68.2_ `- G8 65.8 ° X 67,1 X 7�" ! N O � o 0 O X 75.3 85.3 • • � � _ X 83.2 PLAN ° x83.8 x79.4 I X 84.3 i SCALE 1 "=20' o SAVE TREES Utility Pole # 101 1/5 / WITHIN THESE AREAS 6.4 SUM Pro o5ed EL=82.0± ?ro o5ed EL= 81.0± 33" Proposed 78.3± (9" Min - 3G" Max) ' 2" LAYER OF 1/8" - 112" STONE 80.00 77 50 �� / 3/4" - 1-1/2" STONE 8. 7 78.60 2" DROP i .50 USE THREE(3) 5HOREY PRECAST 500 GnLLON LEACH CHAMBERS 24.3' Longest Run WITH 4' OF STONE AROUND •�•-- I G' 20' (END VIEW) INSPECTION NOTE: DB -3 -- EL=51.2± BOTTOM TEST HOLE 2 PRIOR TO FINAL INSPECTION BY THE ENGINEER, SYSTEM D -BOX LEACHING CHAMBER NEEDS TO BE COMPLETE INCLUDING BUILDUP FOR COVERS. H-20 33.5x 12.83'x2.0' R E ('160 E I V I NOV - 7 2018 YAKMUU 11 H OLD KING'S HIGHWA NOV 26 2018 YARMOUTH UTH OLD F`1N.G'S H1GIHAAy RECEIVED NOV 2 7 2018 TOWN CLERK SOUTH YARMOUTH, MA 0 20 40 GO INEMMMME 1 "= 20' G:\AAjob5Vone5-Cla55icCon5truction\54oldhyanni5\84135cl5.clwcj ZONING CLASSIFICATION ZONE R-40 (RESIDENTIAL) MINIMUM AREA 40,000 S.F. MINIMUM FRONTAGE 150 FEET FRONT YARD SETBACK 30 FEET 51DE YARD SETBACK 20 FEET REAR YARD SETBACK 20 FEET MAXIMUM BUILDING HEIGHT 35 FEET MAXIMUM BUILDING COVERAGE 25% PROPOSED BUILDING COVERAGE PROP05ED DWELLING 2,107 SF± PROPOSED REAR PORCH 220 5F± PROPOSED FRONT STEP 3G 5F± PROPOSED POOL 2 1 G 5F± TOTAL 2,579 SF± Budding Area X 100= 2,579 51" X I00= 5.3% Lot Area 48,080 SF RESIDENTIAL BUILDING HEIGHT ZONE R-40 (RESIDENTIAL) MAXIMUM HEIGHT 35 FEET MINIMUM STORIES THREE(3) AVERAGE GRADE t PROPOSED HEIGHT AVERAGE NATURAL GRADE: FRONT: 83.2+83.7+83.0/3=83.3 MAX ALLOWABLE HEIGHT: EL= 35'+83.3= 1 18.3 PROPOSED HEIGHT: BUILDING HEIGHT 25.5 FEET/TOF TO PEAK PROPOSED PEAK: EL=25.5 + 85.0 = 1 10.5 PROPOSED PEAK EL= 1 10.5 < EL= 1 18.3 (MAX) BUILDING HEIGHT OKAY ®�\\ OF lUlq`> sok" 0 /o JOHN M. O'REILLYM. C) CIVIL I_L'! to r 1` 7 GENERAL NOTES: SOIL TEST LOGS: A.) NEITHER DRIVEWAYS NOR PARKING AREAS ARE ALLOWED OVER SEPTIC SYSTEM TEST HOLE I: EL= G4. I ± UNLESS H-20 COMPONENTS ARE USED. B.) THE DESIGNER WILL NOT BE RESPONSIBLE FOR THE SYSTEM AS DESIGNED UN- LESS CONSTRUCTED AS SHOWN. ANY CHANGES SHALL BE APPROVED IN WRITING. C.) CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION OF ALL UNDERGROUND AND OVERHEAD UTILITIES PRIOR TO COMMENCEMENT OF WORK. DEPTH FROM SURFACE (INCHES) SOIL HORIZON SOIL TEXTURE (USDA) 501L COLOR (MUN5ELL) OTHER 0-9 A Loam Sand I OYR3 2 HNE PERC 2" 9-48 13 Fine Sand Loam I OY .5 4 Cl TIMED PERC: 9-G" 5 MIN 48-120 C I Fine Sand I OYR 4 RATE: <2MIN/IN 33 Proposed HIGWP,! 78.3± (9" Mm - 3G" Max) y CONSTRUCTION NOTE TEST HOLE 2: EL=GG.2± 1.) ALL CONSTRUCTION SHALL CONFORM TO THE STATE ENVIRONMENTAL CODE, TITLE 5, AND THE REQUIREMENTS OF THE LOCAL BOARD OF HEALTH. 2.) SEPTIC TANK(5), GREASE TRAP(5), D051NG CHAMBER(S) AND DISTRIBUTION BOXES) SHALL BE SET ON A LEVEL STABLE BASE WHICH HAS BEEN MECHANICALLY COMPACTED, OR ON A G INCH CRUSHED STONE BASE. 3.) SEPTIC TANK(S) SHALL MEET ASTM STANDARD C 1 127-93 AND SHALL HAVE AT LEAST THREE 20" DIAMETER MANHOLES. THE MINIMUM DEPTH FROM THE BOT - DEPTH FROM SURFACE (INCHES) SOIL HORIZON SOIL TEXTURE (USDA) SOIL COLOR (MUN5ELL) SOIL OTHER MOTTLING 0-12 A Loamy Sand I OYR3 2 NONE 12-42 B Fine Sandy Loam I OYR5 4 NONE 42-180 Cl Fine Sand I OYR 4 NONE OLfTH 33 Proposed HIGWP,! 78.3± TOM OF THE SEPTIC TANK TO THE FLOW LINE SHALL BE 48". DATE OF TESTING: JUNE 8, 2017 4.) SCHEDULE 40 PVC INLET AND OUTLET TEES SHALL EXTEND A MINIMUM OF G" PERCOLATION RATE: LE55 THAN 2 MIN/INCH IN "C" LAYERS. ABOVE THE FLOW LINE OF THE SEPTIC TANK AND SHALL BE INSTALLED ON THE WITNE55ED BY: DOWN CAPE ENGINEERING CENTERLINE OF THE TANK DIRECTLY UNDER THE CLEANOUT MANHOLE. PHILIP RENAUD, AGENT, YARMOUTH HEALTH DEPARTMENT NO WATER ENCOUNTERED 5.) RAISE COVERS OF THE SEPTIC TANK AND DISTRIBUTION BOX WITH PRECAST USE A LOADING RATE OF 0.74 GPD/5F FOR SIZING OF 501L ABSORPTION SYSTEM. CONCRETE WATER TIGHT RISERS OVER INLET AND OUTLET TEES TO WITHIN G" OF FINISH GRADE, OR AS APPROVED BY THE LOCAL BOARD OF HEALTH AGENT. G.) PIPING SHALL CON515T OF 4" SCHEDULE 40 PVC OR EQUIVALENT. PIPE SHALL BE LAID ON A MINIMUM CONTINUOUS GRADE OF NOT LE55 THAN I %. 7.) DISTRIBUTION LINES FOR SOIL ABSORPTION SYSTEM (AS REQUIRED) SHALL BE \ 4" DIAMETER SCHEDULE 40 PVC LAID AT 0.005 FT/FT. LINE SHALL BE CAPPED AT END OR AS NOTED. 8.) OUTLET PIPES FROM DISTRIBUTION BOX SHALL REMAIN LEVEL FOR AT LEAST 2' BEFORE PITCHING TO 501L ABSORPTION SYSTEM, WATER TEST DISTRIBUTION BOX TO ASSURE EVEN DISTRIBUTION. 9.) DISTRIBUTION BOX SHALL HAVE A MINIMUM SUMP OF G" MEASURED BELOW THE OUTLET INVERT. 10.) BASE AGGREGATE FOR THE LEACHING FACILITY SHALL CON515T OF 3/4" TO 1-1 /2" DOUBLE WASHED STONE FREE OF IRON, FINES AND DUST AND SHALL BE INSTALLED BELOW THE CROWN OF THE DISTRIBUTION LINE TO THE BOTTOM OF THE SOIL ABSORPTION SYSTEM. BASE AGGREGATE SHALL BE COVERED WITH A 2" LAYER OF 1/8" TO 1/2" DOUBLE WASHED STONE FREE OF IRON, FINES AND DUST. 1 1.) VENT SOIL ABSORPTION SYSTEM WHEN DISTRIBUTION LINES EXCEED 50 FEET; WHEN LOCATED EITHER IN WHOLE OR IN PART UNDER DRIVEWAYS, PARKING AREAS, TURNING AREAS OR OTHER IMPERVIOUS MATERIAL; OR WHEN PRESSURE DOSED. 12.) SOIL ABSORPTION SYSTEM SHALL BE COVERED WITH A MINIMUM Of 9" OF CLEAN MEDIUM SAND (EXCLUDING TOPSOIL). 13.) FIN15H GRADE SHALL BE A MAXIMUM Of 3G" OVER THE TOP OF ALL SYSTEM COMPONENTS, INCLUDING THE SEPTIC TANK, DISTRIBUTION BOX, DOSING CHAMBER AND SOIL ABSORPTION SYSTEM. SEPTIC TANKS SHALL HAVE A MINIMUM COVER OP 9". 14.) FROM THE DATE OF INSTALLATION OF THE SOIL ABSORPTION SYSTEM UNTIL RECEIPT OF A CERTIFICATE OF COMPLIANCE, THE PERIMETER OF THE SOIL ABSORP- TION SYSTEM SHALL BE STAKED AND FLAGGED TO PREVENT THE USE OF SUCH AREA FOR ALL ACTIVITIES THAT MIGHT DAMAGE THE SYSTEM. 15.) THE BOARD OF HEALTH SHALL REQUIRE INSPECTION OF ALL CONSTRUCTION BY AN AGENT OF THE BOARD OF HEALTH (OR THE DESIGNER IF THIS SYSTEM RE- QUIRES A VARIANCE) AND MAY REQUIRE SUCH PERSON TO CERTIFY IN WRITING THAT ALL WORK HAS BEEN COMPLETED IN ACCORDANCE WITH THE TERMS OF THE PERMIT AND APPROVED PLANS. 48 HOURS ADVANCE NOTICE IS REQUESTED. I G.) ENGINEER 4 HEALTH AGENT SHALL WITNESS SOILS WITHIN THE SAS TO EL=70.0 PRIOR TO INSTALLATION OF SAS. 17.) 501L REMOVAL: ALL TOPSOIL AND SUBSOIL (A f B LAYERS) SHALL BE REMOVED FOR A DISTANCE OF 5'f ROM THE 501L ABSORPTION SYSTEM DOWN TO THE CLEAN SAND LAYER. AREA TO BE BACKFILLED WITH CLEAN SAND AND COMPACTED TO MINIMIZE SETTLING. CLEAN SAND EL=G2.7± 18.) OWNER / CONTRACTOR SHALL REVIEW HOUSE LOCATION AND GRADING PRIOR TO EXCAVATION. 2.83 DISTRIBUTION BOX AND a CENTER 5A5 CHAMBER SHALL BE BUILT UP TO WITHIN G" FINISH GRADE Conveyance Parcel Vacant Land 5A5 PLAN VIEW SCALE: I " = 10' FLOW PROF I LE : FOUR(4) COVERS TOTAL TWO(2): SEPTIC TANK NOT TO SCALE ONE(I) D13OX 24" DIAMETER CONCRETE COVERS ONE(I) SAS RAISED TO WITHIN G" OF FINISH TOP OF FOUNDATION GRADE (OR AS NOTED) s; EL= 5. (SEE NOTE #5) ' Proposed EL= 84.0±MAX UM Pro c A 80.5080.25 10" 14" 311 1 4'0" GAS BAFFLE - ..... 1500 GALLON SEPTIC TANK 78.77 / 78.G .2" DROP - 10 DB -3 D -BOX H-20 0 a X 76.5 I I N N >ed EL=82.0± Proposed EL= 81.0± X 76.8 6' 20,8 LOLD111 X 83.5 \ \ X 84.0 PROPOSED WINDOW WELL to 68.71 ' X107 X 79.1 \ I \ Parcel 12.4 1 Vacant Land Parcel 12.5 \ I Vacant Land Existing Well G2 Old Hyann15 Road PER BOH RECORD5 5Y5TEM DESIGN CALCULATIONS: SEWAGE DESIGN FLOW: 1 4 BEDROOM DWELLING @ 110 GPD = 440 GPD LEACHING CAPACITY REQUIRED: 4 BEDROOMS (MAX.) @ 110 GPD = 440 GPD REQUIRED SEPTIC TANK CAPACITY REQUIRED: DAILY FLOW = 440 GPD @ 2 0% = 880 GAL. REQUIRED SEPTIC TANK CAPACITY PROVIDED: 1500 GAL EPTIC TANK (MIN. ALLOWED) LEACHING CAPACITY PROVIDED: ONE (1) 33.5' X 12.83'X 2.0' LEACHING CHAMBER CAN LEACH: Vt=[(33.5 X 12,83) + (33.5 X 2.0)2 + (12.83 X 2.0)2) X 0.74 GPD/5F=455. 10 GPD 455 GPD>440 GPD REQUIRED NOTE: A GARBAGE DISPOSAL ISNOT PERMITTED WITH THIS DESIGN. INSTALL: I ONE (1) - 1500 GALLON SEPTIC TANK ONE (1) - 3 OUTLET DISTRIBUTION BOX (H-20 Rated) THREE (3) - 500 GALLON LEACH CHAMBERS WITH 4' OF STONE ALL AROUND I Ii x 77M / PROPOSED SAS / / \ G2 Old Hyannl5 Road PER BOH RECORDS SAVE TREES \ \ WITHIN THESE AREAS o�D / x/6.1 6R III \ / 220.06' 1 SAVE TREES WITHIN THESE AREAS PLAN SCALE 0' / x/63.8 64 x 64.1 j� 64.2: UP#101 I/G t / Y 66.5 65.7 A' 8 4R I 0 Q) = � o � I 0 65.8 I 0 I L 0 `I 0 I Utility Pole # 101 1/5 t 6.4 mmEC'EIVED NOV - 7 2018 YAHmOUTH OLD KING'S HIGHWAY ZONING CLA551FICATION ZONE R-40 (RESIDENTIAL) MINIMUM AREA 40,000 S.F. MINIMUM FRONTAGE 150 FEET FRONT YARD SETBACK 30 FEET 51DE YARD SETBACK 20 FEET REAR YARD SETBACK 20 FEET MAXIMUM BUILDING HEIGHT 35 FEET MAXIMUM BUILDING COVERAGE 25% PROPOSED BUILDING COVERAGE PROPOSED DWELLING 2,107 SF± PROPOSED REAR PORCH 220 SF± PROPOSED FRONT STEP 3G 5F± PROPOSED POOL 21 G SF± TOTAL 2,579,9F± Budding Area 2,579 5F Lot Area X 100= 48,080 SF X 100= 5.3% RESIDENTIAL BUILDING HEIGHT ZONE R-40 (RESIDENTIAL) MAXIMUM HEIGHT 35 FEET MINIMUM STORIES THREE(3) AVERAGE GRADE * PROPOSED HEIGHT AVERAGE NATURAL GRADE: FRONT: 83.2+83.7+83.0/3=83.3 MAX ALLOWABLE HEIGHT: EL= 35'+83.3=1 18.3 PROPOSED HEIGHT: BUILDING HEIGHT 25.5 FEET/Tof TO PEAK PROPOSED PEAK: EL=25.5 + 85.0 = 110.5 PROPOSED PEAK EL= 1 10.5 < EL= 1 18.3 (MAX) BUILDING HEIGHT OKAY JOHI�l M. O'REiLLf �'` M, n o U GiVln cra ado Vs c �; ! P�lO. 336200,, X73' �, r,N .1 >ed EL=82.0± Proposed EL= 81.0± 6' 20,8 LOLD111 OLfTH 33 Proposed HIGWP,! 78.3± (9" Mm - 3G" Max) y '.. 2" LAYER OF I /8" - 112" STONE N r N ` 3/4" - 1-1 /2" STONE C� 77.50 75.50//V 7 2018 Lon est Run USE THREW) SHOREY PRECAST 500 GALLON LEACH CHAMBERS 24.3' WITH 4' OF STONE AROUND 7-ovv/v CL SOUTH ARM VRK 9 INSPECTION NOTE: MA 20' VIEW) (END VIEW) V LEACHING R -- EL=51.2± BOTTOM TEST HOLE 2 PRIOR TO FINAL INSPECTION BY THE ENGINEER, SYSTEM NEEDS TO BE COMPLETE INCLUDING BUILDUP FOR COVERS. 20 40 GO 33.5'x 12.83x2.0' SCALE 1 "=20' G:\AAJobsWone5-ClassicConstruction\54oldhyanni5\8413sds.dwg ZONING CLA551FICATION ZONE R-40 (RESIDENTIAL) MINIMUM AREA 40,000 S.F. MINIMUM FRONTAGE 150 FEET FRONT YARD SETBACK 30 FEET 51DE YARD SETBACK 20 FEET REAR YARD SETBACK 20 FEET MAXIMUM BUILDING HEIGHT 35 FEET MAXIMUM BUILDING COVERAGE 25% PROPOSED BUILDING COVERAGE PROPOSED DWELLING 2,107 SF± PROPOSED REAR PORCH 220 SF± PROPOSED FRONT STEP 3G 5F± PROPOSED POOL 21 G SF± TOTAL 2,579,9F± Budding Area 2,579 5F Lot Area X 100= 48,080 SF X 100= 5.3% RESIDENTIAL BUILDING HEIGHT ZONE R-40 (RESIDENTIAL) MAXIMUM HEIGHT 35 FEET MINIMUM STORIES THREE(3) AVERAGE GRADE * PROPOSED HEIGHT AVERAGE NATURAL GRADE: FRONT: 83.2+83.7+83.0/3=83.3 MAX ALLOWABLE HEIGHT: EL= 35'+83.3=1 18.3 PROPOSED HEIGHT: BUILDING HEIGHT 25.5 FEET/Tof TO PEAK PROPOSED PEAK: EL=25.5 + 85.0 = 110.5 PROPOSED PEAK EL= 1 10.5 < EL= 1 18.3 (MAX) BUILDING HEIGHT OKAY JOHI�l M. O'REiLLf �'` M, n o U GiVln cra ado Vs c �; ! P�lO. 336200,, X73' �, r,N .1 co co w N N. M rDOUBLE LAYER OF ASPHALT .. SATURATED FELT .. ._ ®w■ ■ im CSN-16854/JN-66800/MA W.-�-{ loll -71 Ln... U � co _ Z � X Q � Q ~ M� � 1 Li ► J � W ry 0 W ry ry U � CD a ' W CO m � S ._ ®w■ ■ im loll -71 Ln... ._ ®w■ ■ im ._ ®w■ ■ b uLLJ ♦ µ3 - b: LEA FINIS ED FLMt tin MMMM i3HISHO GRADE =+ f QN-16854/JN A -66300/mA co co -co IN DOUBLE LAYER OF ASPHALT .. 00 co LiW SATURATED FELT VJ � ♦ co u oj co �7 12 � • �3 N FMW-D FLMR --� _._.. . �" iIlQSHED CEILING 1"" W A co co IN DOUBLE LAYER OF ASPHALT .. 00 co SATURATED FELT 12 � • �3 N FMW-D FLMR --� _._.. . �" iIlQSHED CEILING 1"" W GLENCO ,SYSTEM CALC'S, HOUSE ALL EXT. LOAD BEARING HDR'Si .WITH SPAN OF 5'-B' DR LESS WILL BE M 2x6SPF#2 ALL OTHERS WILL BE SPECIFIED. ALL REQUIRED JACK STUDS rM��� TOWN OF YARMOUTH - of r s 1146 ROUTE 28, SOUTH YARMOUTH, MA 02664-4451 RECEIVED EC IVSD e Telephone (508) 398-2231 Ext 1292 -Fax (508) 398-0836 RECEIVED . OLD KING'S HIGHWAY HISTORIC DISTRICT COMMITTEE NOV - 2H18 NOV 27 2018 YAKmOU I H APP! !COTtn�! Fno OLDKING'SH(GHWAY• TOWN CLERK CERTIFICATE OF APPROPRIATENESS SOUTH YARMOUTH, d Application is hereby made for issuance of a Certificate of Appropriateness under Section 6 of Chapter 470, Acts of 1973 as amended, for proposed work as described below & on plans, drawings, photographs, & other supplemental info accompanying this application. PLEASE SUBMIT 4 copies OF SPEC SHEET(S), ELEVATIONS, PHOTOS, & SUPPLEMENTAL INFORMATION. Check All Categories That Apply: Indicate type of Building: Commercial X Residential 1) Exterior Building Construction: ,New Building _Addition _Alterations _Reroof_Garage _Shed _ Solar Panels _Other. 2) Exterior Painting: _Siding _Shutters _ Doors _Trim _Other. 3) Signs/Billboards: _ New Sign _ Change to Existing Sign 4) Miscellaneous Structures: _Fence _Wall _Flagpole _Pool _Other. Please type or print legibly: Address of proposed work: :5V C%r-o/lYAn/it/i S RL7. Yw'p4 earw /yt'Mapiiot # _'::/7 /3 • /a Owner(s): <=ES.G/E r2DSEGG✓ Phone M 4 1B — 7Z8 — R/$ ej All applications must be submitted by owner or accompanied by letter from owner approving submittal of application. Mailing address: e• /-01`5 f6lg, SCfiO/i b2/ 2 Al, y /a/:5 % Year built: Ern ail:PB17Rl✓4M/� 9@ Y//?�/G GD /)') Preferred notification method: Phone Email AgenU-ntractor. honeel 6 P.CE.gSA/VTi3,d y O / Mailing Address: ,25! 24 P.r/S.Wd/'//3 it/ ,QO. E• t/A/2�U/C.�/ �f/4 DAG Sly' Email: Preferred notification method: Phone _Email Description of Proposed Work: /3</ic p�;y� o� A /Vetlf- .Si/r/G c�e �i5� ryl/.c y R� s /4P/vice Signed (Owner or agent): Date: ➢ Owner/contractorlags aware the permft i requi from the Building Department. (Check other departments, also.) ➢ If application is approved, approval is subject to 'day appeal period required by the Act. ➢ This certificate is good for one year from approval date or upon date of expiration of Building Permit, whichever date shall be later. ➢ All new construction will be subject inspection by OKH. OKHapproved plans MUST be available on-sfte for framing & final inspections. RcvdDate: Amount /J Rwd by. 45 Days: Date Signed: Approved Approv 4,+Q MaiiTwa d'ni:.em Reason for Denial; n,..w Signed: OLD KING'S HIGHWAY _Denied APPLICATION i / THB PEAK OJT' PEXRIPBCT/ON ffOIYIF.Sof PA, LLC. 7172 ROUTE SPP ' IUBBLd'BURC, RJ 17842 PHONE,' (570J 897-2339 - _ SN-11447/QN-16854/JN-663 SITE COMPLETION REQUIREMENTS, DOMA � 0 ¢ _J rr V Q F- iG W Q � Z) r) 4 V) Z 00 E Q TTENTIDN LOCAL BUILDING OFFICIAL BIRD PARTY APPROVAL APPLIES ONLY TO THE FACTORY BUILT PORTION MIS BUILDING AND ADDITIONAL WORK IS REOUHRED ON -SITZ ALL WORK TO E COMPLETED ON-SITE IS TO BE IN COMPLIANCE WITH ALL STATE AND OCA CODES AND IS SUBJECT TO REVIEW, APPROVAL. AND INSPECTION BY � INSTALLATION ION AP ERRMMAENTSFOUNDATATION AND ISL b3T INTENNDDED TO E MOVED ONCE INSTALLED.. ALL DN -SITE WORK SHALL BE PERFORMED BY - LIDI�NG.S. ED THE FOLLOWING TLIST IS NOT M1. INCLUSIVE, NOR DOES TUP OF R _ .- ---- ,MIT THE ITEMS Or WORK OR MATERIALS -THAT 'MAY BE REQUIRED FOR OPLETE INSTALLATION `-° -"` - ALI, MATERIALS FOR THE rOUNDATIDN INCLUDING SUPPORT COLONS AND CONNECTIONS AND ANCHORAGE SYSTEM - iulinieGTS RAPS, STAIRS, HANDRAILS AND GENERAL ACCESS 70 - -- PORTABLE FIRE EXTINGUISHER(S),-D' REQUIRCA 1. CONNECTION FUDR FIRE PROTECTION SYSTEM (CO DETECTORS/SMOCE nETECTaRS Lew o�EMrutED u( PLAa. . BUILDING DRAINS; CLEAN dns, AND rnacCrlw TO PLUMBING SYSTEM COPLETEDAND TESTED O( -SITU ELECTRICAL SERVICE CONNECTION (INCLUDING FEEDERS) M THE -BUILDING ELECTRICAL PANE. DISCONNECT AND SERVICE ENTRY VIRE CONNECTION [IF ELECTRICAL CIRCUITS CROSSING OVER MODULE MATING (MULTI-IMITS ONLY). ELECTRICAL FIXTURES NOT INSTALLED IN THE PLANT. - ' , H.y .. _I - J ' LTJ (0.min O .Iz ' (� - IJj O g W E3 Z -.al V V2017 0 CO Cu ql a _ APPLICABLE CODES MA SINGLE AND TWO FAMILY DWELLING CODE (780 CMR) 9TH EDITION MA FUEL / GAS / PLUMBING CODE (248 CMR) 2015 INTERNATIONAL MECHANICAL LODE w/ - AMENDMENTS - NATIONAL ELECTRICAL CODE w/ MA AMENDMENTS 2015 INTERNATIONAL ENERGY CONSERVATION CODE W/ MA AMENDMENTS _ __ __--. __ ___ _ - `___ ____ _ __ ___ __ DI I4DI eN n. 1�ple� IDNy€� 00 i-1�€ _ __==—____ =a==_=____ - - § - -8. MC NUMBER, 150 1 TPIA NUMBER, 02LONE(S) DESIGN CRITERIA y V pq W yq� d r lD - - - - - r---------� r--------� I I I I I I I r----- . I E03 '- E / -. 1 Tei F t 1 ____ X \ Y \ C� \a�'1 ___ ____ \ 1 --- ---- ® a t��� I) --- ' ! \ -- I -' \ \.��' - ITT R MR 2ND FLOOR ! - 9. WHEN EXTERIOR RECEPTACLES ARE PROVIDED AND ARE NOT ACCESSIBLE FROM GRADE DILE TO SIDE CONDITIONS, ADDITIONAL RECEPTS SMALL BE q H STALLEDSNINGLES, SIDING, WALL FINISH AND SOFFIT MATERIAL. NDT INSTALLED IN THE FACTORY. 1. UNFINISHED ATTIC SPACES (IF THEY ARE TO BE FINISHED). 2. STORM SHUTTERS, IF APPLICABLE. 3. FIRE STOPPING A7 MATELINES 4. ALL HVAC COMPONENTS DESIGNED AND INSTALLED ON-SITE BY OTHERS S INSULATION AND AIR SEALING O CEILING ACCESS PANELS G RODENT PROOING 7. ON-SITE. ROOF CONNECTIONS LISTED W PAGE RAFTER SECTIONS OF PERMIT SET IL GUTTERS AND DOWN SPOUTSUPLIFT - 9. RIDGE VENT COMPLETION 0. INTERCONNECTION O' MODB.AR UMTS TO EACH OTHER AND THE IST FLOOR. -- 1. TN -SITE TILE, FLOORING - a ALL WATER SUPPLIES AND DRAINS BELOW THE IST STORY FLOOR JOISTS - 3. INSTALLATION OF ALL GAS LINES 4. 'ON-SITE APPLIANCES. -. 5.. INSTALLATION OF FLOOR INSOLATION 6. AIR LEAKAGE TESTING' 7. INSULATED FLEX DUCT FROM BATHROOM FARS DIRECTLY TO THE. EXTERIOR - 8. FURNACE/AIR HANDLER AND DUCTWORK . WATER HEATER AND INSTALLATION 0. EXTENSION OF VENTS AND/OR CHIMNEYS THROUGH THE ROW TO THE OUTSIDE / _ �- ¢ W Z Q (n Li --I EL _. SITE ADDRESS. 54 OLD HYANNIS ROAD, YARMOIOPORT MA 02675- USE GROUP R-3 (ONE OR 7Vo FAMILY DWELLING) CONSTRUCTION TYPE VH -WOOD PRATE UNPROTECTED FOUNDATION BASEMENT - UNCONDITIONED ROOF PITON 7/12 GARAGE L 12/12 SHED ROOF MAIN HOUSE In 410 y o Z N Q C3 � L) Z Z a F -I O } C3 ce M 6. 2d Q a' = F V J] Z O C3 K 2 7 Y Q U)Qhit ),,, p m . Y O' STORIES 1 SQ PT. ^ J v y = � 0, N) x p .�.. !, CLIMATE ZONE 3XPOSURr I C J141 GLIA 2499 SOFT SITE CLASS. D SEISMIC DESIGN H GARAIS. 688 SO.F1. CATEGORY TOTAL; 3187 SOFT. WIND L13AD AS PER AS -1 A R ASC -10 WIND SPEED 140 (VNt) AS PER ASCE 7-10 WIND PUZNE DEBRIS YES GROUND SHOW A 35 PSF P 25 PSF PP UNBALANCED SNOW IS ALL CASES FACTOR. - RAFTERS. (16. 00 TOP CHORD LIVE LOAD - 17 PSF TOP CHORD DEAD LOAD - f0 PSF BOTTOM CHORD LIVE LAPD 20 PSF BOTTOM CHORD DEAD LOAD a f0 PSr H.4 y N 0. O N Z M y CEILING .A1STS. SLEEPING AREA -LIVE LOAD 30 PSF STORAGE -LIVE LOAD 20 PSF HEAD LOAD f0 PSF OR ACTUAL WEIGHT FLOORS, NON -SLEEPING AREAS - LIVE LOAD : 40 PSP SLEEPING AREAS - LIVE LOAD : 30 PSF DEAD LOAD - 10 PSP DRAWING INDEX - GENERAL NOTES - - M6e VAN M D.AY C4 � k C Z 2 U j PAGE a DESCRIPTION DATE DRAWN IMT REVISED DATE REVISED FIRE PROTECTION SMOKE ALARMS AS PER STATE COBES SYSTEM CARBON MONOXIDE DETECTORS PER STATE LODES FLA SPREAD IS L SS THAN ( 2m VE K LOINDEX, ( 450CONST'MUCTION At COVER SHEET 0 / /1 • - 'I.- THE ENCLOSED PLANS AND SPECIFICATIONS ARE THE PRCTERTY O" APEX HOMES, INC. THE METHODS O DETAILED WITHIN SHALL BE KEPT ';,'iRDENTIAL ANY UNAUTHORIZED USE OF THESE - A1J GENERA. NOTES / 1 Al2 DOOR AND WINDOW SCHEDULE / 11 INSULATION SEE RESCHECK FOR INSULATION VALUES A2 -AI ELEVATIONS / /I BATH FANS TO PROVIDE A MINIMUM AIR EXCHANGE Or 50 CFM KITCHE RANGE EXHAUST FAN TO PROVIDE AN AIR EXCHANGE DF 100 CFM RADON VENT COMPLYING WITH IRC APPENDIX F STALL BE INSTALLED WHERE REQUIRED BY LOCA. AUTHORITY HAVING JURISDICTION NOTE. VENTS MUST BE DESIGNED FRO THE ROOM SIZE/EQUIPMENT PER MANUFACTURERS SPECICATIONS. AS IST FLR FLOOR PLAN 09/25/18 DRAWINGS WITHOUT THE CONSENT OF APEX HOMES, INC. 'iROHIBIITED. INC. WILL BE CONSIDERED AS 'SUBCONTRACTOR' IN ALL BUILDING PROJECTS, SUPPLYING A BUILDING COMPONENT 70 A 'GENERAL CONTRACTOR' OR 'BUILDER'. TME SPECIFICATIONS ENCLOSED ARE FOR DESCRIBING AND DETAILING THE PROPER USE 6 OUR MANUFACTURED BUILDING MODULE AND ITS CONSTRUCTION COMPLETE PROJECT BUILDING LTf; ) (le. SITE, FOUNDATION, DECK, OR PORLIES, LTC.) STALL HE BY THE 'GENERAL CONTRACTOR'. ALL NOT;:6 PERTAINING TO 'IN FIELD', W SITE OR 'BT BUILDER' SHALL BE THE RESPONSIBILITY OF THE 'GEISRpL CONTRACTOR'. & THESE PLANS MUST NOT HE SCALED FOR DIMENSIONAL REFERENCE ALL DIMENSION LINES AND NOTES SUPERSEDE ANY SUCH REFERENCES. 1.. THERMAL TRANSMITTAL VALUES FOR ROOF, WALL AND CEILING LOCATED ON REScheck Yarmouth Health Department �APp VED n ame - Date 1•' s P3 y (D (y Fes- H m to ry < H v i X, > U 1 m 0 < o a a Q m 0 .. z Ml a o d 1 It AM 2ND FLR FLOOR PLAN 09/23/18 A7 IST FLR ELECTRICAL PLAN 09/25/18 All IS7 FLR ELECTRICAL PLAN /25/1 pg FOUNDATION PLAN /2 1 ILIO IST FLR SHEAR WALL / 1 All IST FLR SHEAR WALL DETAILS 09/25/18 BUILDER TO INSTALL A MOLE HOUSE VENTILATION SYSTEM TO MEET THE REQUIREMENTS OF TABLE R4033.L SOUND RATING FOR FANS USED FOR WHOM HOUSE VENTILATION TO BE RATED AT A MAXIMUM OF 1 SOME PER N103bA (NINTH EDIDTION RESIDENTIAL CORD Al2 2ND FLR SHEAR WALL /1 113 CROSS SECTIONS / /1 SECTION DETAILS / 1 A132 STAIR DETAIL / /1 A15 27'-6' CAPE SHED RAFTER / /1 A$ 23'-0' RAFTER 0 / /1 �L (i V A'd V M`� C we4 % �A HEAT, HOT WATER BASEBOARD HEAT PROVIDED BY APEX HOMES Alb CONNECTIONS / 1 A17 PORCH ROOF RETAIL / /1 STRETCH ENERGY CODE AIB 26'-D' RAFTER (GARAGE) / 1 A19 DW/SUPPLY PLUMBING PLOVER DOOR TESTING, DUCT TIGHTNESS RGY TESTI NEBUILDER AND ENERGY RATING TO 8E GONE ON-SITE BY THE ENERGY TESTM AGENCY: HOME ENERGY RATERS LLC - 180 STATE ROAD B2U, SAGAMORE BEACH. MA 02562 (508) H33-3100 A20 PLUMBING DETAILS / 1; A21 LVL FASTENING DETAIL / /1 umvN.c a',� ,,,, .,. .e DNe hNeO. MAL LWA EM . LLV b FIR C!0( (9elINKl 1 HEAT LOSS CALCULATION/2 /1 RESCHECK 2- VENT STACKS REPLACING 1 1/2' PER CODE HOF �N�� .,YS ""+0'p_ '(J_ �'! �� (y O DAVID E,. G BILLINGSLEY m U CIVIL y �c/I P V PFS Cor oration Approval Limited to Factory -Built Portion Only State: Massachusetts I ELECTRICAL. LOAD CALCULATION / /1 [tAj [IaAte\. Wry Sc �N o ti c ♦p 1 a CALCULATIONS /2 /1 NOTICE A 46 -HOUR NOTIFICATION IS REQUIRED PRIM TO SET. THE CSL ON RECORD VILL RELAY THIS TO THE LOCA. AUTHORITY. IF ANY CONNECTIONS HAVE BEEN CONCEALED PRIOR TO INSPECTION, THE BUILDING OFFICIAL MAY REQUEST HAVING THE REMOVAL Ir ELEMENTS THAT CONCEAL THE CONNECTIONS TO PROVIDE ACCESS. THIS WOULD NOT CONSTITUTE 'DESTRUCTIVE DISASSEMBLY'. ALL CONNECTIONS ON SITE MUST BE INSPECTED BY THE LOCA. AUTHORITY. TOTAL PAGES : 247 TOTAL ADHESIVE ONLY METHODS OF ATTACHMENT OF GYP BOARD DOCLMENTATION OF ADHESIVE ONLY ATTAEMENT MUST BE SHOWN ON MODULAR PLAN DRAWING& - MANUFACTURERS MUST IDENTIFY WHERE ADHESIVE ONLY ATTACHMENT O' GYPSUM BOARD IS PROHIBITED AND VILL NOT BE USED ADHESIVE ONLY ATTACHMENT GYPSUM BOARD IS PROHIBITED IN THE FOLLOWING LOCATIONSNO.47769 (RESIDENTIAL> 1. DEMISING WALLS BETWEEN GARAGE AND AROUSE 1. FORE WALLS, FIRE HARRIERS, FIRE SEPARATION WALLS, PARTITIONS, FLOOR AND CEILING ASSEMBLIES 3. WHERE LAMINATED OR COATED GYPSUM BOARD IS TO BE INSTALLED.NAL1 '0 S O pQ�` 'yb FQISTEP� `� 10/22J1t3 ,�1 Signature: (T�� Ba,%/' Title: Staff Plan Reviewer HOME IS SOLAR PANEL READY ERS ARE DESIGNED TO SUPPORT 3 PSF NA% ADDT9_ DEAD LOAD POTENTIAL SOLAR PANELS. LRAF PANELS MIST BE INSTALLED PARALLEL TO ROOF SLOPE VITN VERTICAL OFFSET OA 12 INCHES. WHERE SHEET VAPOR RETARDERS ARE APPLIED TO THE INSIDE OR GYPSUM FACE OFR STUD CONSTRUCTIMDate: 5. WHERE LIMITED IN 'HIGH WIND DESIGN' AS A FACTOR OF THE WALL ASSEMBLIES' WIND 1Oi2Z/ZO1S RESISTANCE 6. CEILINGS 2. 3. 4. W DVP 10/8/18 GENERAL NOTES GASKET OR WEATHERSTRIPPING AND INSULATION, EQUIVALENT TO THE INSULATION ON THE SURROUNDING SURFACES, IS TO BE INSTALLED UPON COMPLETION OF THE SET-UP OF .THE HOME AT CEILING ACCESS PANELS AND / OR PULL DOWN STAIRS [IN. SITE BY OTHERS. DRYER YENT DUCT_SHALLSERMINATE__ ON AN OUTSIDE WALL OF A BUILDING NOT LESS THAN 3'-0' IN ANY DIRECTION FROM ANY OPENING INTO THE BUILDING AND MUST BE EQUIPPED WITH A BACKDRAFT DAMPER. TUB / SHOWER CONTROL VALVES TO HAVE A HIGH STOP LIMIT SET TO LIMIT WATER TEMPERATURE TO A MAXIMUM OF 120' F (49'C). THE BASEMENT AND / OR ATTIC DOOR MUST HAVE WEATHERSTRIPPING AND A SWEEP PROVIDED AND INSTALLED ON-SITE BY OTHERS.+ GLAZED OPENINGS IN BUILDING LOCATED IN WIND BORNE DEBRIS REGIONS SHALL BE PROTECTED FROM WIND BORNE DEBRIS AS FOLLOWS, SITE SUPPLIED WOOD STRUCTURAL PANELS WITH A MINIMUM OF 7/16 INCH THICKNESS AND A MAXIMUM SPAN OF 8 FEET SHALL BE PROVIDED FOR OPENING PROTECTION IN ONE AND TWO STORY BUILDINGS. PANELS SHALL BE PRE-CUT SO THAT.THEY CAN BE ATTACHED TO THE FRAMING SURROUNDING THE OPENING CONTAINING THE PRODUCT WITH THE GLAZED OPENING. PANELS SHALL BE FASTENED TO THE DWELLING IN ACCORDANCE WITH TABLE R301.2.1.2. THESE PANELS WILL BE PROVIDED AND INSTALLED ON-SITE BY OTHERS DAVID E. CIVIL No, 47769 10/22/18 SN-11447/QN-16854/JN- 66300/MA ELECTRICAL NOTES 2015 IRC NOTES )m 2017 NEC NOTES 1 PER CODE 1. ALL LIGHT BOXES MUST BE RATED TO SUPPORT 50# FOR NON -PADDLE FANS 1. WINDOW EGRESS REQUIREMENTS AND 70# FOR PADDLE FAN BOXES. MEET 2015 IRC, SECTION R310.1 2. TAMPER RESISTANT ( T.R. ) RECEPTACLES REQUIRED THRU-OUT THE ENTIRE 2. VISUAL INSPECTION OF THE HOME, UNLESS NOTED OTHERWISE ON THE PLAN. INSULATION INSTALLATION WILL 3. ALL BALCONIES, DECKS. AND PORCHES ACCESSIBLE FROM INSIDE THE BE DOCUMENTED BY THE APEX QC DWELLING UNIT ARE REQUIRED TO HAVE ONE WATERPROOF ( W.P. ) T.R. GFI DEPARTMENT. 3. BUILDER TO INSTALL A FRESH RECEPTACLE WITHIN THE PERIMETER OF THE BALCONY, DECK OR PORCH. AIR INTAKE FROM THE ON-SITE 4. 1 8 2 FAMILY DWELLINGS ARE REQUIRED TO BE PROVIDED WITH ONE W.P. FORCED AIR SYSTEM TO MEET T.R. GFI RECEPTACLE ACCESSIBLE WHILE STANDING AT GRADE LEVEL LOCATED '--THE'REQUTREMENTS OF A MAX. OF 6'-6' ABOVE GRADE AT THE FRONT AND REAR OF EACH DWELLING M1507.3.30). UNIT. 4. HOT WATER PIPE INSULATION 5. THE GROUNDING CIRCUIT CONDUCTOR FOR THE CONTROLLED LIGHTING SHALL BE INSTALLED IN CIRCUIT SHALL BE PROVIDED AT THE LOCATION WHERE SWITCHES ACCORDANCE W/ SECT. N1103.4.2 CONTROLLING LIGHTING LOADS THAT ARE SUPPLIED BY A GROUNDED GENERAL OF THE 2015 IRC. _PURPOSE BRANCH CIRCUIT FOR OTHER THAN THE FOLLOWING, 5. EXTERIOR WALL FIRE RATING A. WHERE CONDUCTORS ENTER THE BOX ENCLOSING THE SWITCH THROUGH A AND REQUIRED FIRE SEPARATION RACEWAY, PROVIDED THAT THE RACEWAY IS LARGE ENOUGH FOR ALL DISTANCES MEET THE REQUIREMENTS PER THE 2015 IRC CONDUCTORS, INCLUDING A GROUNDED CONDUCTOR. TABLE 302.10) (2) B. WHERE THE BOX ENCLOSING THE SWITCH IS ACCESSIBLE FOR THE 6. BUILDER TO PROVIDE AND INSTALLATION OF AN_ADDITIONAL OR REPLACEMENT CABLE WITHOUT REMOVING INSTALL HIGH -EFFICACY LAMPS FINISH MATERIALS IN 75% OF PERMANENTLY C. WHERE SNAP SWITCHES WITH INTEGRAL ENCLOSURES COMPLY WITH 300.15 INSTALLED LIGHTING FIXTURES (E) ON-SITE PER SECTION N1104.1. D. WHERE A SWITCH DOES NOT SERVE A HABITABLE ROOM OR BATHROOM 7. ALL WINDOWS WITH OPENINGS E. WHERE MULTIPLE SWITCH LOCATIONS CONTROL THE SAME LIGHTING LOAD WHICH OPEN 4 INCHES OR SUCH THAT THE ENTIRE FLOOR AREA OF THE ROOM OR SPACE IS VISIBLE GREATER, ARE 72 INCHES ABOVE FROM THE SINGLE OR COMBINED SWITCH LOCATIONS THE FINISHED GRADE OR F. WHERE LIGHTING IN THE AREA IS CONTROLLED BY AUTOMATIC MEANS SURFACE BELOW AND THE LOWEST PART OF THE CLEAR G. WHERE A SWITCH CONTROLS A RECEPTACLE LOADS OPENING LESS THAN 24 6. ALL 15 AND 20 AMPERE 125 AND 250 VOLT RECEPTACLES INSTALLED IN A INCHES ABOVE -THE FINISHED WET LOCATION STILL MUST HAVE AN ENCLOSURE AND COVERS THAT ARE FLOOR, WILL REQUIRE WINDOW WEATHERPROOF WHETHER AN ATTACHMENT PLUG CAP IS INSERTED OR NOT. GUARDS PER 2015 IRC SECTIONS ALL ENCLOSURES AND COVERS INSTALLED IN WET LOCATIONS MUST BE R3122. THE WINDOW GUARDS LISTED AS 'EXTRA DUTY' WILL BE PROVIDED AND 7. A LUMINARIES WEIGHING MORE THAN 50 LBS. SHALL BE SUPPORTED INSTALLED ON-SITE BY OTHERS. INDEPENDENTLY OF THE OUTLET BOX, UNLESS IT IS LISTED AND MARKED FOR MA NOTES THE MAXIMUM WEIGHT TO BE SUPPORTED. 8. ALL 120 VOLT, SINGLE-PHASE, 15 AND 20 AMPERE BRANCH CIRCUITS 1. 2' VENT STACKS REPLACING 1 1/2' SUPPLYING OUTLETS OR DEVICES INSTALLED IN DWELLING UNIT KITCHENS, PER CODE FAMILY ROOMS, DINING ROOMS, LIVING ROOMS, PARLORS, LIBRARIES, DENS 2. BUILDER TO INSTALL A WHOLE HOUSE BEDROOMS, SUN ROOMS RECREATION ROOMS CLOSETS, HALLWAYS, LAUNDRY VENTILATION SYSTEM TO MEET THE AREA, OR SIMILAR ROOMS OR AREAS SHALL BE PROTECTED BY A LISTED REQUIREMENTS OF TABLE R403.5.1 COMBINATION -TYPE ARC -FAULT CIRCUIT INTERRUPTER INSTALLED TO PROVIDE SOUND RATING FOR FANS USED FOR PROTECTION OF THE ENTIRE BRANCH CIRCUIT. WHOLE HOUSE VENTILATION BE RATED AT A MAXIMUM OF 1 SONE PER N1103.6.4 9. ALL BATHROOM RECEPTACLES, LAUNDRY RECEPTACLES, EXTERIOR 3, A HOUR NOTIFICATION IS REQUIRED RECEPTACLES AND ALL RECEPTACLES SERVING KITCHEN COUNTERTOPS, THE PRIOR TO THE SET. THE CSL OF DISHWASHER CIRCUIT OR RECEPTACLES. THAT ARE WITH IN 6'-0' OF THE RECORD WILL RELAY THIS TO THE OUTSIDE EDGE OF THE KITCHEN SINK INCLUDING RECEPTACLES UNDER THE LOCAL BUILDING AUTHORITY. IF ANY SINK OR IN CABINETS ARE REQUIRED TO BE GFI PROTECTE 'PFS CONNECTIONS HAVE BEEN CONCEALED Corporation p PRIOR TO THE INSPECTION, THE Northeast Region BUILDING OFFICIAL MAY REQUEST HAVING THE REMOVAL OF ELEMENTS APPROVED THAT CONCEAL THE CONNECTIONS TO John Baker PROVIDE ACCESS. THIS WOULD NOT CONSTITUTE 'DESTRUCTIVE 10/22/2018 DISASSEMBLY'. ALL CONNECTIONS ON-SITE MUST BE INSPECTED BY THE Approval limited to LOCAL AUTHORITY. Factory Built Portion w d U X C3 M Ci �r IMIYI�IY m m m N N ¢%r 0 C H. (z o N E U z <W -j XCL Mx _j z C3 Of maw r 4- N a to M AM J W C:I 0 F-.. U o N V.. CU a x � N q d P4 �r IMIYI�IY m m m N N ¢%r 0 C H. (z o N E U z <W -j XCL Mx _j z C3 Of maw r 4- N a to M AM J114 - DOOR SCHEDULE KEY OPENING TYPE ROUGH OPENING MANU, 'L' 'V' 'R' 'S.F.' AIR 'U' DESCRIPTION A 3068 36' INSUL. CORE 38 1/4' x 82 1/2' PLAST-PRO- - 0 19.4 7.14 22.06 .10 .19 6 PANEL 5.12 19.2 5.26 21.91 .12 .19 1/2 GLASS C 2868 32' STEEL FRAME INSUL. - FIRE RATED 90 MIN. 33 1/4' x 81 3/8' PLAST-PRO 0 -- 17.08 5.26 18.79 12 19 6 PANEL C 3068 36'STEEL FRAME INSUL -FIRE RATED 90 MIN. INS 37 1/4' x 81 3/8' PLAST-PRO 0 19.2 5.26 21.05 .12 .19 6 PANEL E -3068 36' _ INSUL, CORE _ --- - W/ (2) 12' SIDELIGHTS - 65 1/4' x-82 1/2' - PLAST-PRO - 3.9 19.2 - 4.35 - 37.38 .12 - .19 6 PANEL - SP FWH 5068 APLR 5'-0' HINGED PATIO 60' x 80' ANDERSEN 16.64 13.32 3.33 32.71 .02 .33 15 LITE G 1668 INTERI❑R PASSAGE 20 1/4' x 82 1/2' CRAFTMASTER N/A N/A N/A N/A N/A N/A H 2068 INTERIOR PASSAGE 26 1/4' x 82 1/2' CRAFTMASTER N/A N/A N/A N/A N/A N/A v I 2668 INTERIOR PASSAGE 32.1/4' x 82 1/2' CRAFTMASTER N/A N/A N/A N/A N/A N/A qo J 3068 INTERIOR PASSAGE 38 1/4' x 82 1/2' CRAFTMASTER N/A N/A N/A N/A N/A N/A oo� oN y Ln< !in 3 '' z tl m ti 56300/MA 'U' VALUES w PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion KEY TYPE ,,� ROUGH OPENING 'L' 'V' A 'R' AIR SHGC Q o� - SINGLE HUNG 24210 U w =ago 2.43 7.82 X U .13 ,28 ,30 3. DOUBLE HUNG 3046 36 1/4'x54 1/2' 9.78 5.16 15.74 3.0 v A .28 .30 .-� J M 3052 36 1/4'x62 1/2' 11.42 .Z. 3 17.33 13.0 w t- x to a 3052 a(2) 76 1/2'x62 1/2' O � U Z a 34.66 3.0 \ o 4 SP ti o 21'x36 7/16' 2.75 E CU A 3.0 .10 O "ysssc .30 "0FDAVID _Z .�o s4 48 1/2'x36 7/16 7.06 2.58 12.27 3.0 N .28 a y4i} :M �- Z W- i N ooh � z v W rn<o 2a J z v of N 2 ¢CIJ qo X =a .< ss oo� oN y Ln< !in 3 '' z tl m ti ANDERSEN SILVERLINE 3900 V3 SERIES WINDOW SCHEDULE 'U' VALUES PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion KEY TYPE CODE ROUGH OPENING 'L' 'V' 'SO.FT.' 'R' AIR SHGC 1. - SINGLE HUNG 24210 30 1/4'x37 1/4' 5,33 2.43 7.82 3.0 .13 ,28 ,30 3. DOUBLE HUNG 3046 36 1/4'x54 1/2' 9.78 5.16 15.74 3.0 .13 .28 .30 16. DOUBLE HUNG 3052 36 1/4'x62 1/2' 11.42 6,05 17.33 13.0 .13 1 .28 1 .30 SP DOUBLE HUNG 3052 a(2) 76 1/2'x62 1/2' 22.84 12.1 34.66 3.0 .13 .28 .30 SP CASEMENT 18211 21'x36 7/16' 2.75 1,77 5.31 3.0 .10 .28 "ysssc .30 "0FDAVID SP CASEMENT 40211 48 1/2'x36 7/16 7.06 2.58 12.27 3.0 .10 .28 E. .30 °1 LLL.INOSLEYyN� CIVIL No.47769 O sb ForsTS 10/22/18 REQUIRED WIND❑W DP RATINGS; INTERI❑R ZONES - DP31; CORNER ZONES-DP39 %IQ I[il' I'I'I PINIm I'I1I'I 'I�Ivlalal'I'It SN-11447/QN-16854/JN-66300/MA W a Q v z ; Deo W x a P4 > _ J X: W W O ~ • p:� \ o § •. mrrr rw sA I0{Ms W 01)cu a • M fR1Wn18 nFldli 6 L4Yr6C.TnM 0 h 1r AEwMO M M InI1iKTMFA m 611'JJIE[ GOI IOC AIE AS iIILOV9 1 n RSl nSS K•aY nR OSCTId d . fliE-war rvewon rn.mllnx lm scslocn m .c love r•tt nJsrJunA: = 1 _ oR .. lv _ Lwnni➢ AI• Iwlflill%9 m IDPLY VnN I•TO•LLY Dm mfL ACGPVILCRmwaCY•ams rm Y ww InYCMG. _. ._ _____ ___ _...-.__._._ �VV-. N a WM w10LM PI�OIIY sr/M u M b .l' TI[ SLIETNtt AR9NMI }' y Vl [�•. N a ro rITLL n w M INm M m Mi. 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Z 1 1 1 •I ® X Y 6> 0 C \ m \ mJ P 0 0 Q Z Q O h H > P F. h f N > > 2 rc m n j o 1 1 1 a 1`�SN OF DAVID E �O BILLINGS1.6 k°i q ero v CIVIL, y w No.47789 10/22/18 AL 0 A10 WR mYrnnle !YI .W IRR awBAR! M Ral: n..YareM aKaY.1. wN s«r11 rota w.wN WY ar.Ywyww RaN gnrwarw .... w\«✓\rw C.wwYrr. Ytr. Mn1YwhWY a anN.M. W WY6W>w IYaalbrYM9.Y aM4lalifAl illlelq.dq Ye (e.✓w Wa✓.AM aNN _ __ _ pwr✓wa ►r_Y..A � KYar co R4Y R{ f]YIGO I..Nw YY nM WYwa.)Mw INCwY. INN aw.yw ' nIR1..YYYbIMw .w MYMYwaW arll.r OMYtI IwaMY.h• >rlT1MM wIIM.t N �a is MrYwM r.aw.R✓PLIftYI I.aA ]V N. :.__ R��.__. pq III1Raa}w sat v asu.l oWmRs J i wsrrM ►,Isiw . art✓..w .._.. �.......– 1a.w.wlR,.D Mw .Y.I.r W �a ?: w aww a""rY mrWw.rw w. anN • wa WyI� arw/a.Mwrud OIH MIY.YRVW ✓IYIYY ... - fYMw,tRAYaYN ' .. 'CL 26ttJ Q� w1Yraa1.IrIN YA RIN wY1t OdF oil? .: 'a C3 0 Z 4 M\w IYIra.\ anrmwrwaa w1 Yird a✓s.... IRR awBAR! 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BILUNGSLE CIVIL No. 47789 DVP 10/8/18 10/22/18 FY�a..YYaIIR AN wr ur _.W _ lfaw.flw moo/ LL _ �14aYr wlrfuw ArYeraw+r' Ytr. IIR arrYY tr blawa6araM >AN Wu. W.a1W YY YN eaYOt— _O.Ia1YtYw.✓ -. � aNYIYYFwI. 3 3 YawY wale . .epi fiwe'o "" YY Itirw«.aY,a Arl .. 2 Ywar<.rAY alvwv► N �a is MrYwM IiN .ieot.._..... NA fwY-rf pq III1Raa}w l7 aKnv ww.r iwM1YrM.W< 1a.w.wlR,.D Mw rIIa.W rtL.ia. ep W YwYywr .AIRY w ar. w+Y Q p N F- QOj 7 v Wr4w✓wwYN WyI� OIH MIY.YRVW ✓IYIYY �RIa\ fYMw,tRAYaYN �.aNwr w PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to mmm Factory Built Portion r,4 C4 mn P� ry m l l l wN U wulYoaa; YYu lfaw.flw moo/ LL AKeseawwp �14aYr wlrfuw Ytr. O tr WMeY WODyy Wu. W.a1W N✓grNa YN eYYa1. _O.Ia1YtYw.✓ � (U 3 3 IYYMa^ 0 ItlYafM y /WW^aa? Arl 4Y O9BGaIWa1 2 Ywar<.rAY x N �a 'wYlru..rar" } ✓�i�W w .. Fw✓\✓✓.aNwA pq III1Raa}w l7 F -- Z Q Q p N F- QOj 7 v WyI� 2n. Z UI NE .. 'CL 26ttJ Q� F =0 ¢ Z.�. OdF oil? .: 'a C3 0 Z 4 PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to mmm Factory Built Portion r,4 C4 mn P� ry m l l l a m m araR.1R@ ep.arYr wN �•••aw»uwa __ wulYoaa; YYu lfaw.flw AKeseawwp �14aYr wlrfuw Ytr. awaYlR ...Ov6N✓W.a .. _ WMeY MN Wu. W.a1W N✓grNa YN eYYa1. _O.Ia1YtYw.✓ AKCM fulr.r YYa IYYMa^ YI« ItlYafM raKUWw.w /WW^aa? Arl 4Y O9BGaIWa1 aYlylw✓f.1 w+IwM A.W rA Ywar<.rAY wss.rlw .rw �. a m m araR.1R@ ep.arYr WN �•••aw»uwa __ nila.rsrw. i srr✓rwa esGa- i awaYlR nNalwnY r WMeY MN rrr✓wl eYYa1. f 4wlYfw® ]N• ItlYafM Ywar<.rAY wss.rlw .rw �. 'wYlru..rar" RIY ✓ .. Fw✓\✓✓.aNwA III1Raa}w ✓nalI1MMYY : f. N 0 SY SiCM fRi C" H � EF PLL CYT, LUPp BEARING HpR'S, WITH SPAN OP 6'-9' OR LESSWILL BE (3) 2x6 SPI 12 ALL OTHERS WILL BE SPEDIFIED. ALL REQUIRED JACK STUDS SHOWN ARE 2.6 SPY 42. ALL M/W MDR -S, WITH SPAN OF 4'-1' DR LESS WILL BE (n 2x6 WP Y2 ALL OTHERS WILL BE SPECIFIED. SN-11447/QN-,.�<8 �4/JN-66300/MA DVP 10/8/18 NOTES 1. SILVERLINE V3 SERIES WINDOWS 2. 12/12 STORAGE RAFTER ROOF SYSTEM @ 16' D.C. 3. 2ND FLOOR SQUARE FOOTAGE = 887 SQ/FT 4, 8'-0' CEILING HEIGHT 5. FLO BFAM 0 FFD 42 TO BE (6) 1 1/8'x18' LVL 5. CLG BEAM @ BED #3 TO BE (6) 1 1/2'x18' LVL 6. 7. 8. 9. W ^ CIL. Z P U -i z EL 'D Xa 0 fj� m p2, 13 I � J J r J O z W ~ ED In L) 3 O U W \ o Z a In W OD N s � �a 2: N W } 2 SP1 F O] ; El Q �OV CO M H V) ¢n Na J W N£V id CL d O ~ SOD aN o u a =Ixl<lol�l�l�l uoo rA SINGLE ANp tVp FAMILY pVELLDIG CppC ()8D CMR) 9TM Cp1i1pN7 1- 1 a IMPORiaNT NOTE IMA NEL / GAS I PLUMBING CODE 1298 CMR) I RAISE CABINETS AND STAIRS S/a' FOR BWLDCPS 015 IHIEFNATIONAL MECHANICAL CODE w/ AMENDMENTS ION -SITE FLOORING. INSTALL INTERIOR DOORS TIGHT If01) NATIDNAL ELECTP.ICAL CODE w/ MA AMENDMENTS I LO FLOOR -1 I/.' FROM STAR TO SUBF100. — J L 2015 INT CA AI IUNAL EIIERGY CONSFRVAiION CD DE V/ Ma AMENDMENT• — — ---------------------J L�fxfp "I"EM cal C'T• xni.[ IPi1> ( rxrnD=A £TrM rni un ¢ ). > ALL E%T. LOaO REARING NDR'$'. WITH SPAN OF p'-0' OR ALL IXC LOAD REAPING NDR'4 WITH SPAN OF 6"J' OR LESS WILL BE (3) 2.5 SPF %2 ALL OTHERS WILL LESS WILL BE (D 2x6 SPF 02 ALL OTHERS WILL BE SPECIFIED. ALL REQUIRED JACK STUDS BE SPECIFIED. ALL REQUIRED JACK STUDS SHOWN ARE 2.6 SPF B2. SNOWN ARE ET6 SPP %2. ALL M/W MDR S, W17H SPAN OF 4-0' OR LESS WILL BE 10 iv6 SPF %2 ALL OTHERS WILL BE SPECIFIED F1 INCIT Er STEM CaCC°. E.ARpyE ALL EXT. LOAD BEARING MDR'S- VITH SPAN OF 6-4- OR LESS WILL BE IS) 2.6 SHE $2 ALL OTHERS WILL BE SPECIFIED. ALL REWIRED JACK STUDS SHOWN ARE 2s6 SPF 42. r Nul[.------- I 1SIRTAL'4RGEw L. DEE e ALL.AWALL pPENINGT DWP 10/8/18 SITE SUPPLIED WOOD STRUCTURAL PANELS WITH A MINIMUM OF 7/16 INCH THICKNESS AND A MAXIMUM SPAN OF 8 FEET SHALL BE PROVIDED FOR OPENING PROTECTION IN ONE AIID TWO STORY BUILDIHGS.PANELS SHALL BE PRE-CUT SO THAT THEY CAN BE ATTACHED TO THE FRAMING SURROUNDING THE OPENING CONTAINING THE PRODUCT WITH THE GLAZED OPENING. PANELS SHALL BE FASTENED TO THE DWELLING IN ACCORDANCE WITH TABLE R301.2.1.2. THESE PANELS WILL BE PROVIDED AND INSTALLED ON-SITE BY OTHERS SN-11447/QN-16854/JN-66300/MA I-1-50.--ThDi-Lr_N-� — a-1 ® P-1] µSV. aII RI INSTILLED IN 41E1[NI SIa1R WILLS YE PQ. AITI 1.. REWIiERN1S S/L SIDING=8 1/2 SQ SHINGLES=33 2/3 SO NOTES1 5. 7/12 STORAGE RAFTER ROOF SYSTEM @ 16' O.C. (GARAGE) 10. ES VERSION 2,0 (MASS STRETCH ENERGT CODE> I. HOT WATER BASEBOARD HEAT PROVIDED 6. 8'-10' CEILING HEIGHT 11. CLG BEAM @ STUDY TO BE (4) 1 1/2'x14' LVL (2 EACH UNIT) BY APEX HOMES (SEE HEAT CALCULATIONS) 7. IST FLOOR SQUARE FOOTAGE = 1434 SO/FT (HOUSE) 12. SEE WINDOW GUARD REQUIREMENT NOTE ON PG. All 2. HEAT LOSS WAS CALCULATED WITH R-30 FLOOR INSULATION 8, CLG BEAM @ DIII/LIV TO BE (4) 2.10 SPF #2 (2 EACH UNIT) 3. SILVERLINE V3 SERIES WINDOWS 9. CLG BEAM @ GARAGE TO BE (8) 1 1/2'x18' LVL (4 EACH UNIT) 4. 7/12 NON STORAGE RAFTER ROOF SYSTEM DBL. @ 16' O.C. OR 8' O.C.(1 STORY HOUSE) w CL Z < Q o R U J t m d 0 x , Q CAI CO W C3 I O V J l� } O C3W O V U p � b Co N H-1 q h F ED a J COI_ CD . N£0 {d Z U N£ ZH W aKJ C� SOQ �^ (L = F qrN . oTOTO a z� p K UP V S NKE aN Y O � YIZIYIQIOIIIIIII AS otter-qR TOWN OF YARMOUTH HEALTH DEPARTMENT PERMIT APPLICATION SIGN OFF TRANSMITTAL SHEET To be completed by Applicant: I I Building Site Location: �4 oo }���IV�)� u pilio -14 UM Proposed Address: LOS 0A NCS Ayi5' BR, 1, ITER M_Date Filed: •"'Ifyou would like e-mail notification ofsign off, please provide e-mail address: //-3D%f/ Owner Owner Owner Tel. No.: RESIDENTIAL AND/OR COMMERCIAL BUILDING HEALTH DEPARTMENT: Determines Compliance to State and Town Regulations; i.e., Requirements For Septage Disposal and other Public Health Activities. Please submit three (3) copies of plans, to include: (1.) Site Plan showing existing buildings, water line location, and septic system location; (2.) Floor plan labeling ALL rooms within building (all existing and proposed) — Note. Floor plans not required for decks, sheds, windows, roofing; (3.) If necessary, Title 5 application signed by licensed installer with fee. REVIEWED BY: /47e6 >V&*z DATE: PLEASE NOTE II _ fZAL NOTES: SOIL TEST LOGS: 5Y5TEM DESIGN CALCULATIONS: GENE TEST HOLE i E EL=64 I SEWAGE DESIGN FLOW A.) NEITHER DRIVEWAYS NOR PARKING AREAS ARE ALLOWED OVER SEPTIC SYSTEM + UNLESS H-20 COMPONENTS ARE USED. B.) THE DESIGNER WILL NOT BE RESPONSIBLE FOR THE SYSTEM A5 DESIGNED UN- LESS CONSTRUCTED AS SHOWN. ANY CHANGES SHALL BE APPROVED IN WRITING, C.) CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION OF ALL UNDERGROUND AND OVERHEAD UTILITIES PRIOR TO COMMENCEMENT OF WORK. DEPTH FROM SURFACE (INCHES) 50IL HORIZON SOIL TEXTURE (USDA) SOIL COLOR (MUN5ELL) 501L MOTTLING OTHER 0-9 A Lam 5a d jjQL2 NONE PER2" gig B Fine Sandy Loam I OYR5 4 NONE TIMED PERC: 9-G" 5 MIN 4 - 120C i I Fine Sand I YR NONE E: <2MI N 4 BEDROOM DWELLING @ 110 GPD = 440 GPD LEACHING CAPACITY REQUIREDi 4 -BEDROOMS (MAX.) Q I I O GPD = 440 GPD (REQUIRED SEPTIC TANK CAPACITY REQUIRED DAILY FLOW = 440 GPD Q 200% =550 GAL. REQUIRED j SEPTIC TANK CAPACITY PROVIDED 1550 GALLON SEPTIC TANK (MIN. ALLOWED) E5: CO N.JTI\U CTI O N NOT LEACHING CAPACITY PROVIDEDi TEST HOLE 2' EL=6G 2+ ONE (i) 33 5' X 12 83'v 2 0' LEACHING CHAMBER CAN LEACH: 1.) ALL CONSTRUCTION SHALL CONFORM TO THE STATE ENVIRONMENTAL CODE, TITLE 5, AND THE REQUIREMENTS OF THE LOCAL BOARD OF HEALTH. 2.) SEPTIC TAWS). GREASE TRAP(5), D051NG CHAMBER(5) AND D15TR 13UTION , v DEPTH FROM SOIL 2± Mw SURFACE HORIZON TEXTURE 501L COLOR 501L OTHER MOTTLING (INCHES) (USDA) (MUN5ELL) 0-12 A Loamy Sand I OYR3 2 NONE I P-av R Fine Sandv Loam I OYRS NONE Vt=[(33.5 X 12.83) + (33.5 X 2.0)2 + (12.83 X 2.0)2) X 0.74 GPD/5F=455.10 GPD 455 GPD>440 GPD REQUIRED NOTE: A GARBAGE DISPOSAL IS NOT PERMITTED WITH THI5 DESIGN. IN5TALLi 7TKI I 1 - 15nn (.AI I nm SFPTI(- TANK AT LEAST THREE TOM OF THE SEPTIC TANKTrOTHE FLOW LINE (SHALL BE 48"verity riwivi i IL UV I' DATE OF TESTING: JUNE 8, 2017 Mt MINIMUM PER FIELD LOCATION 4.) SCHEDULE 40 PVC INLET AND OUTLET TEES SHALL EXTEND A MINIMUM OF G" PERCOLATION RATE: LE55 THAN 2 MIWINCH W "C" LAYERS. ABOVE THE FLOW LINE OF THE SEPTIC TANK AND SHALL BE INSTALLED ON THE WITNESSED BY: DOWN CAPE ENGINEERING PHILIP RENAUD, AGENT, YARtiIOUTH HEALTH DEPARTMENT CENTERLINE OF THE TANK DIRECTLY UNDER THE CLEANOUT MANHOLE. NO WATER ENCOUNTERED 5.) RAISE COVERS OF THE SEPTIC TANK AND DISTRIBUTION BOX WITH PRECAST USE A LOADING RATE OF 0.74 GPD/5F FOR SIZING OF SOIL ABSORPTION SYSTEM. CONCRETE WATER TIGHT RI5ER5 OVER INLET AND OUTLET TEES TO WITHIN G" OF ��\\ FINISH GRADE, OR AS APPROVED BY THE LOCAL BOARD OF HEALTH AGENT. G.) PIPING SHALL CONSIST OF 4" 5CHEDULE 40 PVC OR EQUIVALENT. PIPE SHALL�`��\� BE LAID ON A MINIMUM CONTINUOUS GRADE OF NOT LE55 THAN 196. 0 7.) DISTRIBUTION LINES FOR SOIL ABSORPTION SYSTEM (AS REQUIRED) SHALL BE " DIAM ER SCHEDULE 40 PVC LAID AT 0.005 FT/FT. LINE SHALL BE 4 ET CAPPED x 77.0 AT END OR AS NOTED. 8.) OUTLET PIPES FROM DISTRIBUTION BOX SHALL REMAIN LEVEL FOR AT LEAST 2' BEFORE PITCHING TO 501L ABSORPTION SYSTEM. WATER TEST DISTRIBUTION \ BOX TO A55URE EVEN DISTRIBUTION. - PROPOSED 5 9.) DISTRIBUTION BOX 5HALL HAVE A MINIMUM SUMP OF G" MEASURED BELOW \ x 83.5 / \ PE Old Hyannnis Road THE OUTLET INVERT. / PER BOH RECORDS 10.) BASE AGGREGATE FOR THE LEACHING FACILITY SHALL CON515T OF 3/4" TO 1-1 /2" DOUBLE WASHED STONE FREE OF IRON, FINES AND DUST AND SHALL BE PROPOSED \ \ INSTALLED BELOW THE CROWN OF THE DISTRIBUTION LINE TO THE BOTTOM OF THE WINDOW SAVE TREES SOIL A135ORPTION SYSTEM, BASE AGGREGATE SHALL BE COVERED WITH A 2° \ \ 0 WELL LAYER OF 1/8" TO 1/2" DOUBLE WASHED STONE FREE OF IRON, FINES AND DUST. \ x 84.WITHIN THE5E AREA5 .) VENT 501E ABSORPTION SYSTEM WHEN DISTRIBUTION LINES EXCEED 50 FEET; x ^N6 ^p \ WHEN LOCATED EITHER IN WHOLE OR IN PART UNDER DRIVEWAYS, PARKING AREAS, / TURNING AREAS OR OTHER IMPERVIOUS MATERIAL; OR WHEN PRESSURE DOSED. �o / L/6,1 / O 12.) 501L A85ORnON 5Y5TEM SHALL BE COVERED WITH A MINIMUM OF 9"Of �- } r F ..:.....- `: �t t � / �\ @x 61,8 CLEAN MEDIUM SAND (EXCLUDING TOPSOIL). - /1 13.) FINISH GRADE SHALL BG° x 84'1 COMPONENTS, INCLUDING THE SEPTIC TANK, DISTRIBUTION BOX, D051NG CHAMBER 8 ` •,Z9+ , AND SOIL ABSORPTION 5Y5TEM. SEPTIC TANKS SHALL HAVE A MINIMUM COVER / \ xN 0 1 • - i v c� Y°.AZ.R OF 91. / 1 .. .. I i x76,3 r t 14.) FROM THE DATE OF INSTALLATION OF THE SOIL ABSORPTION SYSTEM UNTIL / \ 68.7 I ' SA / RECEIPT OF A CERTIFICATE OF COMPLIANCE, THE PERIMETER OF THE SOIL A155ORP- r \ TION SYSTEM SHALL BE STAKED AND FLAGGED TO PREVENT THE USE OF SUCH� t �� x 12.4 AREA FOR ALL ACTIVITIES THAT MIGHT DAMAGE THE SYSTEM. \ , !� x 85.1 x ` I W x 8311 15.) THE BOARD OF HEALTH SHALL REQUIRE INSPECTION OF ALL CONSTRUCTIONi- BY AN AGENT OF THE BOARD OF HEALTH (OR THE DESIGNER IF THIS SYSTEM RE QUIRES A VARIANCE) AND MAY REQUIRE SUCH PERSON TO CERTIFY IN WRITING o I ' I x 81,2J / 1x �65/ lr� f' THAT ALL WORK HAS BEEN COMPLETED IN ACCORDANCE WITH THE TERMS OF THE PERMIT AND APPROVED PLANS. 48 HOURS ADVANCE NOTICE 15 REQUESTED. f 83x5 17.) 501L REMOVALi ALL TOPSOIL AND SUBSOIL (A * B LAYERS) SHALL BE REMOVED Convey nce Parcel ? i CLEAN Va nt Land n�i e2.3 )l 0.8 ± I i DB % � /\i I n FOR A DISTANCE OF 5 FROM THE SOIL ABSORPTION SYSTEM DOWN TO THE/ \ SAND LAYER. AREA TO BE BACKFILLED WITH CLEAN SAND AND COMPACTED TO ` / /f- > MINIMIZE SETTLING. CLEAN SAND EL -GO, I ± / I J _ \ '> , p; � ���� I �� 4 fix, 71,9 M 18.) OWNER/ CONTRACTOR SHAREVIEW HOUSE LOCATION AND GRADING PRIOR ® i ! n p NATIV STbNE TP2 \ i i / I I 86 rL , WALL TO EXCAVATION. = / I f p PROt'05ED, 61. _ TOW_ _78. / 1 - j BEDROOM µ �.. o BOV�-74.� �•�, / / x 76.5 I I +� x IQ.x 681 5A5 PLAN VIEW X 8.2 I OOL.: G C UG G UG - f UG UG -Ur UG UG o SCALE. I"= 10' NATIVE 5TONE ,x f 8' = �G N 2.83 / ' (2 831 WALL 0 x 79.41 Ix ' . 83 / _ I `TOW=8G.0± a -c c N 5OW=84.0± _ x's2a _ PFZ. O P0N HALT S Oe ' \ GrG DRIVEWAY x 76.8 x 83 I . ` \\ x 77, f ATIVE 5TONE 8 83.7WALL OI \ \ x 85.5 /moo TOW=,•83.0± \ Q7. BOW = $0.0± !f, x 68.5 D -B\\ �,n \\ \ \ w I 1 ox \ v� t \\ I \ Existing ! ! r \` I W x83.0 Well 2,40-96 u� 150.0' ROM Existing WELL 83x5 .. m` I x 68.2 rxiK \\ I x 79.4 ` x 7 I o % \ \ \ a \ x 75.3 :\ \\\ \ \ \ ` \ -nal I \\\ n , . \ \\ I X -0 x 63.2 \ \\ s a f\ \ I x 83.6 x 79.4 I \ \ 1107.0 X 84.3 SAVE TREES N\ -1 ; \��\\ \ \�ti i 80 a WITHIN THEM AREAS 5 Sod 'molal / \ \ T \ DISTRIBUTION BOX ANDo CENTER 5A5 CHAMBER ` 8 BENCHMARK: 0� x 79.1 / SHALL BE BUILT UP \ I Top of Concrete ete Bound TO WITHIN G" PI15H Parcel I2.4 EL 85.8_ (1988 datum) ) I GRADE Vacant Land Parcel 12.5 \ Vacant Land / II ff LOW RO F I LE FOUR(4) COVERS TOTAL 4 PVC TEE REQUIRED I / TWO(2): SEPTIC TANK NOT TO SCALE ONE(I) D13Ox 24" DIAMETER CONCRETE COVERS ONE(()SAS RAISED TO WITHIN Go OF FINISH / TOP OF FOUNDATION GRADE (OR AS NOTED) ti r.. EL=85.0± (SEE NOTE #5) / ' Proposed EL 83.9± Pro o d EL -G5.0±_, -Proposed- EL= GG.O± u, 28"Proposed �l 81.4±(9' _ (9" Min 36" Max) ' 2" LAYER OF 1/8' - 1 /2" 5TONE 80.50 8025 . 10" 14" 80.00 f / r / j' 3/4" 1-1 /2" 5TONE /63.00 / 31 T T G .3 2 6 :15 %%i N 4'0" I 2' DROP GAS BAFFLE' G 1.00 ' USE THREE(3) 5HOREY PRECAST ..., 500 GALLON LEACH CHAMBERS 9.8' Longest Run WITH 4' OF STONE AROUND INSPECTION NOTE: 12'-1 1500 GALLON 1 14'.14 (END VIEW) DB -3 - EL= I.2± BOTTOM TEST HOLE 2 PRIOR TO FINAL INSPECTION BY THE ENGINEER, SYSTEM SEPTIC TANK D-6OX LEAC ING CHAMBER NEEDS TO BE COMPLETE INCLUDING BUILDUP FOR COVERS. 33.5x 12.83'x2.0' H-20 i , I 66.5 M AH OF lygss FPS '�ss9� JOHN �G K JOHN M. M O'REILLY O'REILLY -i s v CIVIL -' NO.46733 Cn k e NO. 36200 ' `SND SUmEy�� p 20 40 GO SCALE 1"=20' G:\AAjob5Vone:5-Cla55icCon5truction\54oldhya nms\8413sds. dwg ZONING CLA551FICATION ZONE R-40 (RE5IDENTIAL) MINIMUM AREA 40,000 S.F. MINIMUM FRONTAGE 150 FEET FRONT YARD SETBACK 30 FEET SIDE YARD SETBACK 20 FEET REAR YARD SETBACK 20 FEET MAXIMUM BUILDING HEIGHT 35 FEET MAXIMUM BUILDING COVERAGE 25% PROPOSED BUILDING COVERAGE PROPOSED DWELLING 2,107 5F± PROPODED REAR PORCH 220 5F± PROPOSED FRONT STEP 3G SF± PROPOSED POOL 21 G 5F± TOTAL 2,579 5Ft Building Area 2,579 SF Lot Area X 100= 48,080 5F X 100= 5.3% RESIDENTIAL BUILDING HEIGHT ZONE R-40 (RESIDENTIAL) MAXIMUM HEIGHT 35 FEET MINIMUM STORIES THREE(3) AVERAGE GRADE � PROPOSED HEIGHT AVERAGE NATURAL GRADE: FRONT: 82.2+83.1 +82.4/3=82.6 MAX ALLOWABLE HEIGHT: EL- 35'+82.G= 117.6 PROPOSED HEIGHT: BUILDING HEIGHT 25.5 FEETfrOF TO PEAK PROPOSED PEAK: EL -25.5 + 85.0 = 110.5 PROPOSED PEAK EL=1 10.5 < EL= 117.6 (MAX) BUILDING HEIGHT OKAY Yarmouth Health Department 4 I�A./ YP,/ P -- e Name Date 1 As Noted I MTF I JMO I JMO-8413 I Anchor Bolts: 5/8"L Bolts 28" Spacing at building width (27'6" side) 56" Spacing at building legnth & garage 6-12" From End of Sill Plates, 7"min Concrete Embedment Washers: 3"x3"x1/4"thk Plate Washers 10"1 9'6" 10" 3— #5 ® 52" O.C. Horiz. Steel *Wrap 2' ® Splices fy=40ksi min 2x4" Key #5 ® 7" O.C. =3" fc=3000psi min. Poured Concrete Foundation Wall *Footing To Be Set On Native Undisturbed, Non—Organic Soil or Mechanically Compacted Medium—Coarse Sand *Compacted in 6" Lifts A I —9 — — — — — — — — — — — — — — — —6 r— — — — — — — — — — — — — — — — — — — — — — — —1 I 100x20* Footing 1 w/ 3-15 rebars 10" Footing Pads 1 w/ 15 rebars 0 1216c 12" Foundation Wall Y rn \\Coroge Wolfs a,. \ 8" Foundation Walls \ \ \ r, COP,� / / / / 22 • 69"� / n A 1' —4" 7 —3y2" —7" —8"I 2.5'x2.5 3'x3' 7.5x4' 25x2.5' 2.5x2.5' I I I 10" Foundation Walls, unless otherwise labeled IL_ -----------------J .4— — — — — — — — — — — — — — — D n 39'-9" v a — 34 —4136" —73Yj6 INDICATES A SIMPSON STHD14RJ FOUNDATION STRAP 14" embedment *Strap Locations per Apex Homes specs. to match interior framing. a I Notes 1.) Anchor Bolts: 5/8"L Bolts ® 28" & 56"max spacing (see detail) & 6-12" from end of sill plates, 7"min Concrete embedment Washers: 3"x3"x1/4"thk plate washers 2.) Foundation Footings: 20"X10" Poured Concrete, fc=2500psi min Column Footings: 10" w/#5 rebar at 12"max spacing. 3.) Foundation Walls: 10"thick for 9' basement, 8" for garage. Poured Concrete, fc=3000psi min. Install continuous horiz. rebars as shown. Lap splice length: 24". 4.) SIMPSON Strong Tie—Holdowns: STHD14RJ to be Installed per manufacturer specs, 14"min embedment. tL�HOIELF AfAS 5.) Garage Slab: 4"thick Poured Concrete, fc=3500psi, 6x6-10guage WWF. DAP.EA oyGN� 6. Window locations determined by general contractor. CROTEAU Window area to be min 2% of basement floor area. CIVIL No. 46253 o �� :cc,._.VSL :�. RnnnAAl r'AI/'�IAIf r'1")IAIr'+ AC`cn/'� I 1 n i7 I 508-432-2878 941 MAIN STREET (RTE 28), HARWICH, MA FOUNDATION PLAN — 54 Old Hyannis Road, Yormouthport, MA PROJECT: 18-244 SCALE. 1/8"=1' I DATE. 10/30/18 GENERAL NOTES: 501L TEST LOGS: A.) NEITHER DRIVEWAYS NOR PARKING AREAS ARE ALLOWED OVER SEPTIC SYSTEM TEST HOLE 1: EL=G4. I ± UNLESS H-20 COMPONENTS ARE USED. B.) THE DESIGNER WILL NOT BE RESPONSIBLE FOR THE SYSTEM AS DESIGNED UN- LESS CONSTRUCTED AS SHOWN. ANY CHANGES SHALL BE APPROVED IN WRITING. C.) CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION OF ALL UNDERGROUND AND OVERHEAD UTILITIES PRIOR TO COMMENCEMENT OF WORK. DEPTH FROM SURFACE (INCHES) SOIL HORIZON SOIL TEXTURE (USDA) SOIL COLOR (MUNSELL) SOIL MOTTLING OTHER 0-9 A Loamy Sand I OYR3 2 NONE PERC Q, 72" 9-48 B Fine Sandy Loam I OYR5 4 NONE TIMED PERC: 9-G" 5 MIN 48-120 C I I Fine Sand I OYR 4 NONE RATE: <2MIN IN -U- UNDERGROUND UTILITY SERVICE -G- GAS SERVICE LINE 0 TEST HOLE / BORING LOCATION 5T SEPTIC TANK DB DISTRIBUTION BOX 5A5 501L ABSORPTION 5Y5TEM CONSTRUCTION NO . TEST HOLE 2: EL=GG,2± 1.) ALL CONSTRUCTION SHALL CONFORM TO THE STATE ENVIRONMENTAL CODE, TITLE 5, AND THE REQUIREMENTS OF THE LOCAL BOARD OF HEALTH. 2.) SEPTIC TANK(5), GREASE TRAP(S), DOSING CHAM13ER(5) AND DISTRIBUTION BOX(ES) SHALL BE SET ON A LEVEL STABLE BASE WHICH HAS BEEN MECHANICALLY COMPACTED, OR ON A G INCH CRUSHED STONE BASE. 3.) SEPTIC TANK(5) SHALL MEET ASTM STANDARD C 1 127-93 AND SHALL HAVE „ DEPTH FROM SURFACE (INCHES) SOIL HORIZON 501L TEXTURE (USDA) 501L COLOR' (MUNSELL) SOIL OTHER MOTTLING 0-12 A Loamy Sand 10 2 NONE 12-42 B Fine 5andv Loam I OYR5 4 NONE 42-180 Cl fine Sand I QYR714 NONE - W- WATER SERVICE LINE -O- OVERHEAD UTILITY SERVICE -U- UNDERGROUND UTILITY SERVICE -G- GAS SERVICE LINE 0 TEST HOLE / BORING LOCATION AT LEAST THREE 20 DIAMETER M)1\NHOLES. THE MINIMUM DEPTH FROM THE BOT- TOM OF THE SEPTIC TANK TO THE FLOW LINE SHALL BE 48". 4.) SCHEDULE 40 PVC INLET AND OUTLET TEES SHALL EXTEND A MINIMUM OF G" P ABOVE THE FLOW LINE OF THE SEPTIC TANK AND SHALL BE INSTALLED ON THE CENTERLINE OF THE TANK DIRECTLY UNDER THE CLEANOUT MANHOLE. N 5.) RAISE COVERS OF THE SEPTIC TANK AND DISTRIBUTION BOX WITH PRECAST U CONCRETE WATER TIGHT RISERS OVER INLET AND OUTLET TEES TO WITHIN G" OF FINISH GRADE, OR AS APPROVED BY THE LOCAL BOARD OF HEALTH AGENT. G.) PIPING SHALL CONSIST OF 4" SCHEDULE 40 PVC OR EQUIVALENT. PIPE SHALL BE LAID ON A MINIMUM CONTINUOUS GRADE OF NOT LESS THAN I %. 7.) DISTRIBUTION LINES FOR 501L ABSORPTION SYSTEM (AS REQUIRED) SHALL BE 4" DIAMETER SCHEDULE 40 PVC LAID AT 0.005 FT/FT. LINE SHALL BE CAPPED AT END OR A5 NOTED. 8.) OUTLET PIPES FROM DISTRIBUTION BOX SHALL REMAIN LEVEL FOR AT LEAST 2' BEFORE PITCHING TO SOIL ABSORPTION SYSTEM. WATER TEST DISTRIBUTION BOX TO A55URE EVEN DISTRIBUTION. 9.) DISTRIBUTION BOX SHALL HAVE A MINIMUM SUMP OF G" MEASURED BELOW THE OUTLET INVERT. 10.) BASE AGGREGATE FOR THE LEACHING FACILITY SHALL CONSIST OF 3/4" TO 1-1/2" DOUBLE WASHED STONE FREE OF IRON, FINES AND DUST AND SHALL BE INSTALLED BELOW THE CROWN OF THE DISTRIBUTION LINE TO THE BOTTOM OF THE 501L ABSORPTION SYSTEM. BASE AGGREGATE SHALL BE COVERED WITH A 2" LAYER OF 1/8" TO 1/2" DOUBLE WASHED STONE FREE OF IRON, FINES AND DUST. 1 1.) VENT 501L ABSORPTION SYSTEM WHEN DISTRIBUTION LINES EXCEED 50 FEET; DATE OF TESTING: JUNE 8, 2017 ERCOLATION RATE: LE55 THAN 2 MIN/INCH IN "C" LAYERS. WITNESSED BY: DOWN CAPE ENGINEERING PHILIP RENAUD, AGENT, YARMOUTH HEALTH DEPARTMENT O WATER ENCOUNTERED SE A LOADING RATE OF 0.74 GPD/SF FOR 512ING OF SOIL ABSORPTION SYSTEM. Exl5ting Well 62 Old Hya=5 Road PER BOH RECORDS I X 77,0 / PROPOSED X 83,5 \ / G2 Old Hyp n Road \ / PER BOH RECORDS X 84.0 SAVE TREES \ \ WITHIN THESE AREAS WHEN LOCATED EITHER IN WHOLE OR IN PART UNDER DRIVEWAYS, PARKING AREAS, PROPOSED TURNING AREAS OR OTHER IMPERVIOUS MATERIAL; OR WHEN PRESSURE DOSED. WINDOW \ \ / O c0 12.) 501L ABSORPTION SYSTEM SHALL BE COVERED WITH A MINIMUM OF 9" OF WELL \ QQ / / ` / 1 6� N CLEAN MEDIUM SAND (EXCLUDING TOPSOIL). x 61,8 13.) FINISH GRADE SHALL BE A MAXIMUM OF 30 OVER THE TOP OF ALL SYSTEM x 841 cWn COMPONENTS, INCLUDING THE SEPTIC TANK, DISTRIBUTION BOX, DOSING CHAMBER AND 501L ABSORPTION SYSTEM. SEPTIC TANKS SHALL HAVE A MINIMUM COVER I+ .•••• 62 X 80,5OF 911. I !6.3 220.00 � x 62,2 x 63.8 14.) FROM THE DATE OF INSTALLATION OF THE 501L ABSORPTION SYSTEM UNTIL Q m RECEIPT OF A CERTIFICATE OF COMPLIANCE, THE PERIMETER OF THE 501L ABSORP- J x 64,1 TION SYSTEM SHALL BE STAKED AND FLAGGED TO PREVENT THE USE OF SUCH I+ \ \ v , O ' 1 x �2.4 AREA FOR ALL ACTIVITIES THAT MIGHT DAMAGE THE SYSTEM. x 7 ,4 l ! 64,2 : XsP ,y O 15.) THE BOARD OF HEALTH SHALL REQUIRE INSPECTION OF ALL CONSTRUCTION / ' I UP# 101 I/6 �0 63.8 / 66,5 5,1 O I x X 83,1 I � BY AN AGENT OF THE BOARD OF HEALTH (OR THE DESIGNER IF THIS SYSTEM RE- I \^ a na, ___ G` QUIRES A VARIANCE) AND MAY REQUIRE SUCH PERSON TO CERTIFY IN WRITING Q DB, \ / THAT ALL WORK HAS BEEN COMPLETED IN ACCORDANCE WITH THE TERMS OF THE / D` I+ ,' \ �'F�i \ + ' ' x �i6,5 TP1 \ �I A APPROVED PLANS. 48 HOURS ADVANCE NOTICE IS REQUESTED. / g ` ' rr �, f 64,1 I \ X 64,4 PERMIT AND I 2 5 -2: , I A ro mate E ` co ' II SYSTEM DESIGN CALCULATIONS: SEWAGE DESIGN FLOW: 4 BEDROOM DWELLING @ 110 GPD = 440 GPD LEACHING CAPACITY REQUIRED: 4 BEDROOMS (MAX.) @ 110 GPD = 440 GPD REQUIRED SEPTIC TANK CAPACITY REQUIRED: DAILY FLOW = 440 GPD @ 200% = 880 GAL. REQUIRED SEPTIC TANK CAPACITY PROVIDED: 15 O GALL N SEPTIC TANK (MIN. ALLOWED) LEACHING CAPACITY PROVIDED: ONE O 33.5'X I 2. LEACHING CHAMBER CAN LEACH: Vt=[(33.5 X 12,83) + (33.5 X 2.0)2 + (12.83 X 2.0)21 X 0.74 GPD/5F=455.10 GPD 455 GPD>440 GPD REQUIRED NOTE: A GARBAGE DISPOSAL 15 NOT PERMITTED WITH THIS DESIGN. INSTALL: ONE (1) - 1500 GALLON SEPTIC TANK ONE (1) - 3 OUTLET DISTRIBUTION BOX (H-20 Rated) THREE (3) - 500 GALLON LEACH CHAMBERS WITH 4' OF STONE ALL AROUND I G.) ENGINEER * HEALTH AGENT SHALL WITNESS SOILS WITHIN THE SAS TO EL=70.0 PRIOR TO INSTALLATION OF SAS. 17.) SOIL REMOVAL: ALL TOPSOIL AND SUBSOIL (A * B LAYERS) SHALL BE REMOVED FOR A DISTANCE OF 5' FROM THE 501L ABSORPTION SYSTEM DOWN TO THE CLEAN SAND LAYER. AREA TO BE BACKFILLED WITH CLEAN SAND AND COMPACTED TO MINIMIZE SETTLING. CLEAN SAND EL=G2.7± 18.) OWNER/ CONTRACTOR SHALL REVIEW HOUSE LOCATION AND GRADING PRIOR TO EXCAVATION. Conveyance Parcel x0 " s, Of / I 6 J' Q O Vacant Land C� I I x 65.5 J� ° N 62,3 / {` 10.8 _ ,sr I , " 83x5 a _LOT I O I I Area 48,080 5F± x 64�e o �� .c h )sti,. . s ' X \ I , 719 ` v U 1 d = 48 080 SF4- ` x 86,0 O f r� 1 li Q, ± I $3 ,% x 76,5 52 �" DWELL NGS# I G.9 � Sgg C Pa ti�t X 8,2 POOL w j .< ,? p• , .,.,,;. fir# � "� r s t \ 03x9 / \ : f 8G 6,0 / NATIVE STONEk \ \, WALLG� X 76,8 r TOW =86.0± �c X 81, ` BOW=84.0± ' DISTRIBUTION BOX AND OI \ \ 83x5 CENTER 5A5 CHAMBER x 6s,s 1 r SHALL BE BUILT UP TO WITHIN G" FINISH \ \\ L W GRADE 100,0' FR M PROPOSED V LL J 83x2 1+ �a �7,9 I \ \ PROPO D WELL 84 I x 79,4 I \ \ 1 x \ 07 •p4� 5A5 PLAN VIEW o� I SCALE: I " = 10' 6 quo BENCHMARK: \ Top of Concrete Bound Parcel 12.4 I EL=85.8± (1988 datum) Vacant Land Parcel 12.5 Vacant Land F LOW PROF I LE: FOUR(4) COVERS TOTAL \ TWO(2): SEPTIC TANK NOT TO SCALE ONE(I) DBOX I 24" DIAMETER CONCRETE COVERS ONE(I) SAS RAISED TO WITHIN G" OF FINISH TOP OF FOUNDATION GRADE (OR AS NOTED) 7-77 EL=85.0± (SEE NOTE #5) Pro osed EL= 84.0±MAX UM Propored EL=82.0± I'ro osed EL= 81 .0±_ +I `r }l 81.4± 33" Proposed 'r (9" Min - 3G" Max) t 7 .3+ -,L 2" LAYER OF 1/8" - 1/2" STONE 80.50 80.25 10" 14" 80.00 j 3/4" - 1-1 /2" STONE 77.50 r 3" 40" T 78.77 8.G0 a cv 2" DROP GAS BAFFLE .50 USE THREE(3) SHOREY PRECAST .. ' 50 GALLON LEACH CHAMBERS 24.3' Longest Run H 4' OF STONE AROUND 12 1500 GALLON I G 20 (END VIEW) SEPTIC TANK DB -3 LEA HNG CHAMBER -- EL= 51.2 BOTTOM TEST HOLE 2 D -BOX 33.5'x 12.83x2.0' H-20 I , NATyVE 5T NE \ pan - _ o WALL s I X 65,7 Wetland = 000 SF± / I PZ � � `� t �j TO =78,0 65,8 . •, B011V=76,0_ ,8 (�0 -x 66,0 = i� UC C _ uG uG u 1 u Y uG G PRQ�OSEDG ELECGT�RIC\ UG -- UG --� x 65,4 3 UG • UG UG UG e e e e X 65,9 0 X 831 �s o O x 66,4 qY Atr I 8 3O•. �. I LOW P �. :�• _ • o• X 6&DINT X 65,9 x 68,4. \ a� m � c 65,7 x eis 21 I .G'± q \ N 0 X 83,7 NATIVE STONE 83'i0 F� 0 47, x 67,0 w o e4,o WALL X 66: �, 4 TOW=83.0± u I 1 I X 68.5 0 I BOW=80.0± I I ' v X 83,0 x 67,0 N I I � w 240.98 I \ I I_' x 66,9 X 70, x 68.2'-"- G8 X 67,1 65,8 X 71. � 0 0 Q x 75,3 N 83,2 XPLAN j X 83 � X 79.4 X 84,3 SCALE 1 "=20' _ SAVE TREES Utility Pole # 101 I/5 / WITHIN THESE AREAS CL6.4 INSPECTION NOTE: PRIOR TO FINAL INSPECTION BY THE ENGINEER, SYSTEM NEEDS TO BE COMPLETE INCLUDING BUILDUP FOR COVERS. 0 20 40 60 Q SCALE 1 "=20' G:\AAjobs\Jones-Cla 55icCo n struction\54oidhya nms\84 13 sds. dwg Yarmouth, Barnstable Harbor Route GA N c Denrns pond M O LOCUS Route G ZONING CLASSIFICATION ZONE R-40 (RESIDENTIAL) MINIMUM AREA 40,000 S,F. MINIMUM FRONTAGE 150 FEET FRONT YARD SETBACK 30 FEET 51DE YARD SETBACK 20 FEET REAR YARD 5ET13ACK 20 r!I!T MAXIMUM BUILDING HEIGHT 35 FEET MAXIMUM BUILDING COVERAGE 25% PROPOSED BUILDING COVERAGE PROPOSED DWELLING 2,107 SF± PROPOSED REAR PORCH 220 SF± PROPOSED FRONT STEP 3G SF± PROPOSED POOL 2 1 G SF± TOTAL 2,579 SF± Building Area 2,579 5F Lot Area X 100= 48,080 SF X 100= 5.3% RESIDENTIAL BUILDING HEIGHT ZONE R-40 (RESIDENTIAL) MAXIMUM HEIGHT 35 FEET MINIMUM STORIES THREE(3) AVERAGE GRADE 4 PROPOSED HEIGHT AVERAGE NATURAL GRADE: FRONT: 83.2+83.7+83.0/3=83.3 MAX ALLOWABLE HEIGHT: EL= 35'+83.3= 1 18.3 PROPOSED HEIGHT: BUILDING HEIGHT 25.5 FEET/f'OF TO PEAK PROPOSED PEAK: EL=25.5 + 85.0 = 1 10.5 PROPOSED PEAK EL= 1 10.5 < EL=1 18.3 (MAX) BUILDING HEIGHT OKAY G ,JOHN M. � JrOH�I �� '� o O'REILL"� �� 'M. CIVIL r _i -_LYS+ cnl o CIC�.36200 pcAv X733 \Ur fiGIST��'� REVISED PLAN, 10/29/ 18: NEW HOUSE FOOTPRINT AND HOUSE LOCATION. 056111 R651dence c/o Jeff Jones, Classic ConStructlon, 65 Cranes Lane, Brewster, MA 0263 I SITE SEWAGE DISPOSAL SYSTEM DESIGN 54 Old Hya=5 f oad, Yarmouth, MA J.M. OTEILLY & ASSOCIATES, INC. Professional Engineering & Land Surveying Services 1573 Main Street - Route 6A P.O. Bos 1773 (508)896-6601 Office Brewster, MA 02631 (508)896-6602 Fax DATE: SCALE: BY: CHECK: JOB NUMBER: 3/G/ 18 A5 Noted MTF JMO JMO-8413 NOT TO SCALE PLAN BOOK 659 PAGE 9G DEED BOOK 30614 PAGE 286 A55E55OR5' MAP 94 PARCEL 13.12 Grade LEGEND - 32 EXISTING CONTOUR -32 PROPOSED CONTOUR X 12.34 EXISTING SPOT GRADE 24X5 PROPOSED SPOT GRADE - W- WATER SERVICE LINE -O- OVERHEAD UTILITY SERVICE -U- UNDERGROUND UTILITY SERVICE -G- GAS SERVICE LINE 0 TEST HOLE / BORING LOCATION 5T SEPTIC TANK DB DISTRIBUTION BOX 5A5 501L ABSORPTION 5Y5TEM Reserve RESERVED FOR FUTURE ccb UTILITY POLE ® CATCH BA51N *Cr FIRE HYDRANT ® WELL ® DRAINAGE MANHOLE CONCRETE BOUND, FOUND - Y - TOP OF BANK -x-x- LIMIT OF WORK FENCE EDGE OF CLEARING ZONING CLASSIFICATION ZONE R-40 (RESIDENTIAL) MINIMUM AREA 40,000 S,F. MINIMUM FRONTAGE 150 FEET FRONT YARD SETBACK 30 FEET 51DE YARD SETBACK 20 FEET REAR YARD 5ET13ACK 20 r!I!T MAXIMUM BUILDING HEIGHT 35 FEET MAXIMUM BUILDING COVERAGE 25% PROPOSED BUILDING COVERAGE PROPOSED DWELLING 2,107 SF± PROPOSED REAR PORCH 220 SF± PROPOSED FRONT STEP 3G SF± PROPOSED POOL 2 1 G SF± TOTAL 2,579 SF± Building Area 2,579 5F Lot Area X 100= 48,080 SF X 100= 5.3% RESIDENTIAL BUILDING HEIGHT ZONE R-40 (RESIDENTIAL) MAXIMUM HEIGHT 35 FEET MINIMUM STORIES THREE(3) AVERAGE GRADE 4 PROPOSED HEIGHT AVERAGE NATURAL GRADE: FRONT: 83.2+83.7+83.0/3=83.3 MAX ALLOWABLE HEIGHT: EL= 35'+83.3= 1 18.3 PROPOSED HEIGHT: BUILDING HEIGHT 25.5 FEET/f'OF TO PEAK PROPOSED PEAK: EL=25.5 + 85.0 = 1 10.5 PROPOSED PEAK EL= 1 10.5 < EL=1 18.3 (MAX) BUILDING HEIGHT OKAY G ,JOHN M. � JrOH�I �� '� o O'REILL"� �� 'M. CIVIL r _i -_LYS+ cnl o CIC�.36200 pcAv X733 \Ur fiGIST��'� REVISED PLAN, 10/29/ 18: NEW HOUSE FOOTPRINT AND HOUSE LOCATION. 056111 R651dence c/o Jeff Jones, Classic ConStructlon, 65 Cranes Lane, Brewster, MA 0263 I SITE SEWAGE DISPOSAL SYSTEM DESIGN 54 Old Hya=5 f oad, Yarmouth, MA J.M. OTEILLY & ASSOCIATES, INC. Professional Engineering & Land Surveying Services 1573 Main Street - Route 6A P.O. Bos 1773 (508)896-6601 Office Brewster, MA 02631 (508)896-6602 Fax DATE: SCALE: BY: CHECK: JOB NUMBER: 3/G/ 18 A5 Noted MTF JMO JMO-8413 Manutactured Buildings Program From: Linda Shea . Manufactured Buildings Program Re: Confirmation of Receipt of Building Plans & Assignment of BBRS\OPSI Identification Number (BBRS\OPSI I.D. Number) The Board of Building Regulations and Standards and Office of Public Safety (BBRS\OPSI) has received your building plans for the referenced project and has assigned the identification number noted above (in the block marked BBRS\OPSI 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. !� Thank you for your cooperation with this matter. Send all correspondences, inquiries and plan revisions to: Office of Public Safety & Inspections - Linda Shea 1000 Washington Street, Suite 710 Boston, MA 02118 Li n da.sheaQ. m ass. eOv Bbrs\forms2\n=ufamredb1dgpwiid - 06/2018 Commonwealth of Massachusetts Manufactured Buildings Program - Plan Identification Number Assignment Name of Manufacturer APEX HOMES HOMES MC Identification Number 150 Third Party Identification Number 02 Project Title QN-16854 Use Group R3 BBRS\OPSI Identification Number 0394-18 Review Required All plans are reviewed by MA and a BBRS Number assigned when approved Date: 10 / 26 / 18 Manutactured Buildings Program From: Linda Shea . Manufactured Buildings Program Re: Confirmation of Receipt of Building Plans & Assignment of BBRS\OPSI Identification Number (BBRS\OPSI I.D. Number) The Board of Building Regulations and Standards and Office of Public Safety (BBRS\OPSI) has received your building plans for the referenced project and has assigned the identification number noted above (in the block marked BBRS\OPSI 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. !� Thank you for your cooperation with this matter. Send all correspondences, inquiries and plan revisions to: Office of Public Safety & Inspections - Linda Shea 1000 Washington Street, Suite 710 Boston, MA 02118 Li n da.sheaQ. m ass. eOv Bbrs\forms2\n=ufamredb1dgpwiid - 06/2018 I Commonwealth of Massachusetts Manufactured Buildings Program Transmittal Form for all correspondences relating to Manufactured Buildings and Building Components To: Linda McAlister factured Buildings Program Phone Number: Date Transmitted Linda. McAlisters.gov 617-826-5225 10/03/18 Commonwealth of Massachusetts Office of Public Safety and Inspections Attn: Manu. Bldgs. Board of Building Regulations and Standards 1000 Washington Street, Suite 710 Boston Massachusetts 102118 The person forwarding this material shall complete the following portion of this transmittal Name of Person Kyle Nornhold TPIA Number Transmitting Material 02 The following information is being transmitted to the Board of Building Regulatioicate the Distinctand Standards and / or the Department of Public Safety for reasons detailed bel/ or Serial Use(Please check the appropriate box or give a further description of the transmittedrtaining *Numberr to Groupitems under the section labeled other. Be sure to identify the appropriate Use G items Building Plans for Review and Approval Building Plans forwarded as a record copy for your files (Review not required) FX— ON -16854 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.) ❑ Compliance Assurance Programs Original Submission Modification to: Calculations Manual Original Submission Modification to: Installation Manual Original Submission El Modification to: El Systems Drawings Original Submission Modification to: Other - Provide a detailed description of any other materials which are being transmitted, Identify any revisions elearly along with BBRS numtTr, Also. Identify the requested action. Site Location: 54 Old Hyannis Road Yarmouthport, MA 02675 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 1 or rules and regulations for the Commonwealth of Massachusetts' Manufactured Building Program, as applicable " Digitally signed by rr�—, hhn Baker John bhnEBake, Signed By k—elm-E -PrsTECO,o Signed By forTPIA: !mall=johnbaker@prs BBRS No: assigned by Mass. for MASS: Baker; zZ 1&ST20-0a'w i HOMES October2, 2018 Linda K. Shea Office of Public Safety and Inspections 1000 Washington Street Suite 710 Boston, MA 02118 Re: Set Crew Identification Dear Linda, Enclosed please find a copy of the photo Identification for the Certified Installer (Set Connectors) and Licensed Construction Supervisor (Richard Kish) for a modular home to be set at 54 Old Hyannis Rd-Yarmouthport Massachusetts 02675. The home can be Identified by quote number 16854. If you have any questions, please do not hesitate to call me. Sincerely, �iii��axn/ra�t` Kyle Nornhold Director of Engineering U Massachusetts Department of Public S4fety Board of Building Regulations and Standards License: CS -076120 Constructloh Supervisor RICHARD D KIS"-k 88 BEACH PLUMLN. B EWSTER MA;,02 & I R. W/r� Expiration: [Commissloher 04/1512019 Office of Cons k1CKARQ,k0fi 88 BEACH PLUM LN' 02631 . 0 M'O'nWeall1l, O/G,&d Affairs 8j gusincss,Reg HENT CONTRACTOk 4a8 4y, /9018 Private C'O' 0. 1 -llndersccretary 0 Id,Hyannis,J2bafi' *, rrriouthports.MA 0267;;' - W_,,o rust, I y yv {' Y �• v r • x.Ni6cir - 1 i � 3 K � 1 in . t fiN, 3 1 - t F Y 1 in . t fiN, 1 + nam a y4> 600 ft s. . s I 1 + 600 ft Heat Loss Calculations Customer) File Name. iee5,-Ree.m tee Flr - RoomName: (1nn9.0 LMp Rm EAM NDMR9 0O11 aW/-, e•eromn 'LY4y MHeem- Wamcbul B•m1 Length A, d..im.Ij 23 1]JS 29 5.83 21 13]5 23 EBJ ] 12 ) 5.83 11. 11 22]9.` 5.83 16 U 30 6.83 9 12 22.31 a.e3 ] 13.]5 10 1]JS 21)5 3 Wkly Eneria Wall len 111 Gen nl Mn Las alAl Me Lwe11W M. Lwe NN M• leu (Ify Ma Lqu (Wl Ma Leu(W9 An Lw (Wy Ma leu a6'A) M•a Las OAN Me Lae(Wy Im L .VWAI Windovn (U value) o.o 0.0 0.0 0.0 0.0 0.0 o.o 0.0 o.o o.o f 0.33 +�sc..wnias4»:.'1'W3.4Qery 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 O.0 0.0 M.B6 10.5 12.29 3.7 ).91 2A 1)A9 5.2 31 10.2 5.25 1.6 tTs9 5.2 1]A9 0.0 0.0 Doors (U value( 0.0 0.0 447r ,e*jq`"B 055 0.0 31 Ila 0.0 0.0 34 11.9 0.0 0.0 0.0 0.0 0.0 0.0 22 12 0.0 22 L2 00 0.0 0.0 0.0 0.0 Ext Walls (U value) 0.0 0.0 0.00 153.56 8.8 156.5 7.5 5].87 z6 161]157 7.8 196.9 9.5 170.0122 8.2 MAS 1,7 1923225 93 0 0.0 0 0.0 0 0.0 e o...-.:"o.D :.;-:.a-.. 0.0 ,�_-- a. 00 ;; a -0.o;.: ,..,a ;-0,0 ,,'. o ^f D0 .y o: o.o '..._ o 0.0 `-:'o: .. 0.0-.� 0 0.0 u'. 0.0 Floors (U value) OA34 316.25 10.8 318.25 10.8 84 z9 154 6.2 224 7.6 106 3.7 9635 3.3 137.5 a7 a OA a 0O 0 0.0 0 0... .0.0 -'_. o.,.> ao �: ...a a.o _.,. e:.'o.o k'. .o'.':�.:0.0 ,_ o;.-ur a.o o';; .o.o .-. o.: '. o.o -.�;: 0+ oo a,- 0.0 0 -,. -n.0 Calling (U value) _ 0.027 316.25 e5 31525 e5 M 23 154 42 224 80 108 29 9825 36 1376 57 0 00 0 0.0 0 0.0 ... .0 0`.. x',00. - ..0::'.-. 00 .^=:0 ... 00 :; 4.0 '�.,, 00 �G'1...,P1 :.n lNo .0, x, L'$00JR.-,Wdftw� oo .. " ,a °0.oInfiiWation Wq . W.. wu. "U" VdumA VWum. MalumA VNU. VdunN MWume0.016 2792.4841 45 2792.485 45 ]41.72 12 1359.82 22 1971.92 32 953.4 1514 1214425 19 a 0 0 0 0 0 Total (U E A) W 67 ZZ 48 7) 3626 3) 0 0 0 Desi n Temp nHeat LOSE (Uxl1ET) 7260 B6993 BTU 1]63 BN �� BTU 81R BN �n BN BlU al, R.Repi.E W "ee RO' .W'e! R.VMe! 2 29)4 WMNB Rom' a Rep1nC a 0 O aer(550 BN. PLF) 14 13 4 a 12 6 6 0 0 0 eG nC250 "I. PLF) 10 10 0 6 a 4 4 0 6 0 L•pm ary u"qm eh LenpF Oh 1w Oh Lep."m ch ElectricBaseboardOim . Z. B7Upo AAAMebvry OW BN i; ":=. BN "_ Oa.. BN a eTU 2 oi'i � Bru " BN " BN BNPwM4 aLw gaol 0.e•ih1 PaI� t PMW4 RNM a:¢ `•. Fwb! Uf •T. PrMMG a RwiMO a R.N6e a let Floor BTU Loss Pnyle. LCM serk. o:nProA LC sane. 34037 glll LCM 25• LCM 3e CIA AT LCM 50' LCM 60' LCM 75' LCM 9e LCM TKN Length LC 2e LC 25' LC ]0' LC 35' LO se LC SP LC 60• 2nd Floor BTU Loss - W.O. s00 750 1000 1250 1500 2000 2506 1600 Wan. 500 750 104 1250 1500 2000 2500 22239 BTU 1]OB 2959 1412 4285 5118 6821 8530 6152 BTU 1709 2559 3112 4265 1 5115 1 6524 1 8530 Total BTU Loss 56271 X 7 LOM BTUREOLIRENEMEN9EaMTI FOLLpNNy 1.ELECTRM1 TMI EDBIMTALLEOONWTEeYOTMOSIEMl 'T.161L LCODE61 PFS Corporation I.I.ELEAMW LEWNd1 TARE MSEO2Be WATTIWF ZN OF L. "N 2.N @MATMI EOA MTALLEOON61TE WOTI RE PER ALL STATE ELOCALCODEA) ` 2.,. ELEIEM,Eb11. aE WEDwIb.N.,. Northeast Region 1pW.RR,E,.. A,ARPY RL26.011I..b Wr.E o`er WMIMNoSTAV LEMNA PETEO E RTMEDY6.AlOAR% TO.iAYMTNNA 11Y TEMPERATLPE MOP APPROVED =° ILLIN alVEel2E NVf.ELEMEMLENOTM TOTAL WATTS BILLINGSLEY 1T PIPE 2ssr SW. EU5B 12WO John Baker 0 oil y vr1 No,47769 1r4 I1'PIPEE ,04� 1 it 10/22/20180 9 o e �olsAL (� a� 10/22/18 Approval limited to �; \ N� AL Factory Built Portion lbt!`IW02- IM Heat Loss Calculations Customer I File Name: 1ee5Me em 111 FII Room Name: (2nd 11007 a.."- Lert0 kelMdecme 14. 22.25 51.25 8 ANY. Lcea(UNA) 1].5 2235 /8.25 0 N.a l,PR(LYI) 12 2225 34 0 M.. LON(lAN M Area LNA(Le/9 n MLPA(UuV ML LaKOaA` h .. LPNY(LMA) Me LIUMS 9 Area LK.(UAR) Ar.e LP.e(LUA) AM. L ... (LMAI Wetlt EYouxo WAIT I,m tR Ceram Ile,81 Windows (U value) `b:2B 0.o a.o o.o a.o o.o 0.0 o.o 0.0 0.0 o.p 0.0 0.0 0.0 0.0 o.0 0.0 0.0 0.D �� 12.8 30.]2 0.2 15.35 E6 0.0 0.0 0.0 0.o 0.0 0.0 0.o a.o a.o Doom (U value) 0.0 0.0 0.0 o.o a.0 0.0 0.0 0.0 0,0 0.0 0.o O.a o.o Eq 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.o 0.0 le,,,. ph,Phy 4`w t:'N;0 0.0EEI 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ext Walls (U value) . 0.018 362.92 175 ]0230 17.4 176.51 9.5 0 0.0 0 0.0 a 00 0 0.0 0 0.0 0 0.0 0 0.0 0 0.0 ..0 0..'_0.0, .:.0.0.0 -0 0.0 'a 00"<, 'O,•a.;'o.0. ;`,o ....-0.0 ". 0, }''0.0 0' ;00 `l:0„=:: OA' 0. 0.0 0 ';. 0.0 Floom (U value) -- 0 322.525 0.0 200.275 0.0 267 0.0 0 0.0 0 0.0 0 0.0 U 0.0 0 0.0 0 0.0 0 0.0 0 0.0 --a 0 ';; 0.0 0 .,'• � 00 ^0 00 o ,' 0.0 ' 0 "v-0.0"' 0' °;`00 '0 _-"" 0.0 "0-' 4.0 - `-?o a0 �- 0 a.a" a� -:-0.0 Gelling (U value) ,;' '- 0.027 276_ 7.5 242 Ce AS 1.2 0 0.0 0 0.0 a 0.0 0 0.0 o 0.0 0 0.0 0 0.0 0 0.0 ..0.18 58;'y'-.27.8 " 51'_°: 25.B j'z y.F' 220 :'_0 OO rc 0; <. �, OA r0 .;c.00 a, a ..°,.. Otl ;" ,�0:: OD .:y Pt 0.0 ."r P ::i 0.0 0 :0.0 Infiltration Volume Volume Volume VaWma Volume Volume Volume Volume Volume Volume Volume 0.016 2581 41 2403 38 2135 M 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total(U 2M IN 98 71 0 0 0 0 0 0 Design Tam n 0 0 Heat Lose (U2AaT) 1171, � 8852 am 7838 sw 5741 aN 0 BTII p am BTU BN Bill Biu Vked P.bbN n.bM.tl P.MrN P.pY.d WpbN 0 WynC 0 PYRAN 0 Wbe.d 0 a R.b.nd 1a 11 12 0 0 0 0 0 0 0 ectrc 15 .U.PLF) 12 11 1 0 0 0 0 00 0 t•roT Ory Lsrym ON lerym ON Lerym mY Lehr Ory LeElectric 0v L.ro^ aN«ro^mew.. Baseboardro^ MP�.d S.aTURPvidad.pplv.b Peplos BN "` BN BN BN a BN a BN BNBNBNSWiNMabc6.ubewof ' hoW4d ud,,'a'f a' PrerLLd -' xaG'ti Mwiid +'T'a .i Rwbd ReHh! RM6d a FwLYd a Provided a Rwibd a R..*d p - 2nd Floor BTU LOSS - Q lex LCfnee Dim kx LC S. 22231 Lan til LCM 25' LCM ]0' LCM 1P LOM W LCM fi0' LCM 75' LCM 90' LCM TKH LC 20' LC 25' LC ]0' LC ]5• LC 40' LG 50• LC BO' Waite 500 750 1000 1250 1500 2000 2500 1801 500 750 1000 1 1250 1 1500 1 20001 2500 BTU 1 1708 1 2559 1 ]412 4265 5118 1 8824 ii 8530 1 6 1 1708 2559 1 3412 4365 St 18 8824 1 8530 1 0 KAT LOBE STU REOMREKNIe AASEa ON TIE FOLLOW Imp. L ELECTRIC ENT LE OTHSA ARE I.I. ELEMEM IFNOTM ARE BALED ON 20 T OF ON 20 TT QOTKPf PER ALL STATE LOCAL CONS) PFS Corporation.. - Z. NYBB KAT IELPPLIEa E IWTµLE00MdITF BYOlIEflf PERµI RATE 4 LOCAL CODES) �ytN E Sy OT }LLLEKMLI.GTMI KC WCCOI'IDeNMi IQ WLRaRM. Ai /.RM MRVIpY16MWWYL Northeast Region qy DAVID E. WARNS ELEMEM LEWIN PER LOOP (INDUSTRY STANDARD) o i, TO STAY WITMN AM TEMPERATURE DROP � BILLINGSLEY PIPE42E PAS.ELENCNT Od TOTAL APPROVED CIVIL I?PPE 25'0 Sid. ELBE 7750 U N John Baker 3 PIPE .Ta No.47769 1 -PIPE IIoer 10/22/2018 ge`o/sTt> Eo`' 1N-PIPEf II..'o 10/22/18 Approval limited to NAL Facto Built portion ry 2nd Flooror 2.5Iory DAVID E. �yc LLINGSLEY CIVIL No. 47769 y %IFEX 'FF-C,BTEP�° �Q HOME<S, .INC. 9Jlflu�� ENG .� jam. 7172 ROUTE 522, MIDDLEBURG, PA 17842 10/22/18 PHONE: 1-800-326-9524 • FAX: 1-570-837-2346 Electrical Load Calculation Ref Article 220.82 N.E.C. Date : 10/18/2018 Mfg: Apex Homes, Inc. By: Adam Smith Model: ON -16854 --- -- 2840 2840 Custom 4 -Box Air Conditioning (100%) Watts or Volt -Amps Central Electric Space Heating ( i x .65Y N/A Less than 4 separately controlled space ( X.651 NIA healing units 4 or more separately controlled space ( x.401 NIA healing units Use the larger of the air-conditioning load or the diversified demand of the heating load Watts of Circuit Wire Vo8-Amps Ampacity, Size Other Loads: General Lighting: ( 27.5 x 40.0 = 1,100 x 2 = 2,200 x 3 )= 8 600 15 14 wl r -(Projections) ( 13.7 x 17 = 233 x 1 = 233 x 3)= 699 15 1412 wlgr -(Projections) ( 9.5 x 14 = 133 x 1 = 133 x 3)= 99 15 1412 wlar -(Projections) ( 0 x 0= 0 x 0= 0 x 4 p 0 15 1412 wlgr Small Appliances ( 4 x 1500) 8 000 20 1212 wlgr Laundry (1500 watts) 1 500 20 1212 wlgr Dryer 5.400 N 101wl r Water Heater 4 500 25 10/2 wlor Range (use nameplate rating) 12.000 40 8/3 wlgr Dishwasher 1.400 20 1212 wlgr Garbage Disposal N/A 0 20 1212 wlgr Subtotal: 38_`98 First 10 KW of loads @ 100% Remainder of loads Q 40°1. AIC Heating Load Required Service Size = Installed Panel Size = 28,498 x 0.4 Total Calculated Load 21399 24 200 Amps -10.000 11.399 21,399 89 Amps PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion REScheck Software Version 4.6.5 •CIS (i Compliance Certificate Project A16854 -Pleasant Bay Homes -Roselli Energy Code: 2015 IECC Location: Yarmouth Port, M Construction Type: Single-family Project Type: New Construction Conditioned Floor Area: 1,434 ft2 Glazing Area 13% Climate Zone: 5 (6137 HDD) Permit Date: 0.0 Permit Number. 23 PFS Corporation usetts Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion Construction Site: Owner/Agent: 54 Old Hyannis Road Pleasant Bay Homes Yarmouth Port, MA 02675 256 Pleasant Bay Road East Harwich, MA 02646 E. CIVIL No. 47769 10/22/18 Designer/Contractor., Adam Smith Apex Homes of PA, LLC 7172 Route 522 Middleburg, PA 17812 570-837-2333 " Compliance: 3.6% Better Than Code Maximum UA: 334 Your UA: 322 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 Ceiling 7/12 Muc room/Study: Flat Ceiling or Scissor Truss 334 38.0 0.0 0.030 10 Ceiling cape/shed behind kneewall: Flat Ceiling or Scissor Truss 215 38.0 0.0 0.030 6 Ceiling 3 cape/shed collar tie: Flat Ceiling or Scissor Truss 767 38.0 0.0 0.030 23 Ceiling cape/shed sloped: Cathedral Ceiling 158 21.0 0.0 0.048 8 kneewall: Wood Frame, 16' o.c. 190 21.0 0.0 0.057 11 Shed Wall (exterior): Wood Frame, 16' o.c. 320 21.0 0.0 0.057 14 Window 1: Vinyl/fiberglass Frame:Double Pane with Low -E 79 0.300 24 gable endwalls: Wood Frame, 16' D.C. 332 21.0 0.0 0.057 16 Window 2: Vinyl/Fiberglass Frame:Double Pane with Low -E 16 0.300 5 1st fir exterior wall: Wood Frame, 16' o.c. 1,611 21.0 0.0 0.057 75 Window 3: Vinyl/Fiberglass Frame:Double Pane with Low -E 146 0.300 44 Door 1: Glass 68 0.330 22 Door 2: Solid 38 0.190 7 Door 3: Solid 43 0.190 8 Floor 1: All -Wood joist/rruss:Over Unconditioned Space 1,434 30.0 0.0 0.033 47 Project Title: A16854 -Pleasant Bay Homes -Roselli Report date: 10/18/18 Data fllename: Y:\REScheck\A16854.rck Page 1 of 10 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 2015 IECC requirements in REScheck Version 4.6.5 and to comply with the mandatory requirements listed in the R"EScheckk Inspection Checklist. Adam Smith - Draftsman A16ZVIH• 13 Z6C 10/18/18 Name - Title Signature Date Project Notes: All floor insulation to be supplied and installed on-site by others to meet energy code compliance. DAVID E. yc LLINOBLEY 10/22/18 PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion Project Title: A16854 -Pleasant Bay Homes -Roselli Report date: 10/18/18 Data filename: YAREScheck\A16854.rck Page 2 of 10 REScheck Software Version 4.6.5 Inspection Checklist Energy Code: 2015 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. Additional Comments/Assumptions: PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion 111 High Impact (Tier 1) _Z' Medium Impact(Tier 2) �3 Low Impact (Tier 3) Project Title: A16854 -Pleasant Bay Homes -Roselli Report date: 10/18/18 Data filename: Y:\REScheck\A16854,rck Page 3 of 10 Ynsp'ectlon/Plan Review plans Verified �F3e1-dve'C Re s> - ix+ Vd10e, x s r , yahte2 iaw..•- t Com Iles?omments/Assutlonsr: ^'� p " k .1D' .x_ . _, _ _, z. r , - 103.1, Construction drawings and .gip �* x"w` ,g�j❑Complies 103.2.documentation demonstrate ,`,l �,,�,'�)#fixa r r,❑Does Not [PR111 O :building energy code compliance for the envelope. Ther mal i"aq QNot Observable :envelope :construction represented on };y. ,� y,],ry " s yip. M❑Not Applicable documents.. 103.1, Construction drawings and �` "' k:s x r ti"' p ' ❑Complies ; 103.2, documentation demonstrate �#Pri�E x4 ,. st ' '�a�e" 40 '❑Does Not 403.7 energycode compliance for 4. •'"'" ,YAC ,k. [PR31t ;lighti and mechanical systems. +'''i *'` b `N�.ww,.,�..;, `�' "� ONot Observable 1® :Systems serving multiple 'cg-,} `�ti" j < 1, !t x'^z �+ ' ❑Not Applicable :dwelling units must demonstrate compliance with the IECC :Commercial Provisions. 3021 'rl Heating and cooling equipment Is: Heating: 1 Heating: :❑Complies 403T`y?=? sl2ed per ACCA Manual S based t Btu/hr t Btu/hr 'ODoes Not [PR2p on loads calculated per ACCA Manual J or other methods Cooling: 1 Cooling: ❑Not Observable r'. approved by the code official. :Btu/hr Btu/hr :ONot Applicable Additional Comments/Assumptions: PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion 111 High Impact (Tier 1) _Z' Medium Impact(Tier 2) �3 Low Impact (Tier 3) Project Title: A16854 -Pleasant Bay Homes -Roselli Report date: 10/18/18 Data filename: Y:\REScheck\A16854,rck Page 3 of 10 I 303 2 1 J A protective covering is installed to❑Complies [r011J� p protect exposed exterior insulation❑Does Not ' and extends a minimum of 6 in. below❑ grade. Not Observable; ❑Not Applicable 403 4 ';]Snow- and Ice -melting system controls❑Complies [F012]�., installed. ODoes Not w + j❑Not Observable: Additional Comments/Assumptions: PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion 1 I High Impact (Tier 1) 12; Medium Impact (Tier 2) 13 ILow Impact (Tier 31 Project Title: A16854 -Pleasant Bay Homes -Roselli Data filename: Y:\REScheck\A16854.rck Report date: 10/18/18 Page 4 of 10 Section, # v+r3 Framing !-Rough In Inspection .+ - Plans Verified Field venfledi t '......' ..,- & Re .� "value ; Complies? Comments/Assum tions" P .ID _ , 402.1.1, U -factor. U-_ U -_.,❑Complies ;See the Envelope Assemblies 402.3.4 [FRI]1 iDoor ' ❑Does Not :table for values. ❑Not Observable j :❑Not Applicable 402.1.1, (Glazing U-factor(area-weighted ; U-_ ; U-_ ;❑Complies ; See the Envelope assemblies 402.3.1, ,average). Does Not ;table for values. 402.3.3, 402.5 :❑Not Observable [FR211 ❑Not Applicable 303.1.3 ! U -factors of fenestration products , '� a +' _ ❑Com [FR4]1 !are determined in accordancer'F$'";",+tt'"�'�'�¢"' with the NFRC test p;'eyPlies i + `";:,','�-"'�'^` `_� ❑Does Not procedure or :taken from the default table. u . a,,.: ❑Not Observable 21, ❑Not Applicable 402.4.1.1 Air barrier and thermal barrier = �. �', a i x*' ' ,f.� ❑Com lies [FR2311 i installed per manufacturer's`,❑Does Not instructions.�,� ❑Not Observable; z*pl?,vj ❑Not Applicable 402.43 !Fenestration that Is not site built, i, �' ,yk �a� �3�s ,y , ,` ❑Complies [FR20] is listed and labeled as meeting w*,\;1 ,uxr y*nv�rx ! ❑Does Not AAMA /WDMA/CSA 101/1 S 2/A440 or has infiltration rates NFRC et ...... ❑Not Observable per 400 that do not exceed code * `-"r�-;I 3tR'� j'` ❑Not Applicable limits. qtr a""'4,xP.ti, IC -rated recessed lighting fixtures s,t }, xi 6t.5++a,° a unix e`� + ❑Com hes IF 16129,' sealed at housing/interior finish ?,4� 5 j, ❑Does Not i *+r- and labeled to indicate s2.0 cfm+- leakage at 75 Pa. k^ ❑Not Observable ; ❑Not ! Applicable 403.3.1 'insulated Supply and return ducts in attics (FR12]1 >= R-8 where duct isDoes O >= 3 inches in diameter and > R-6 where < 3 inches. Supply and t s a 4 s n s ds' wT i gz_ ; Not Observable ❑ return duct otherof Port ! fi 1, `"'x ��z' ❑Not Applicablethe building insulated R-6 for r "% ' =der , *? t a diameter >= 3 inches and R-4.2 for < 3 inches in diameter. 403 3 3 ° a [FR IS] rductsorplenums. Building cavities are not used as `'; *,.,, v Yhr i ,r ❑Complies 3 ❑Does lirrxxma1vttix Not ❑Not Observable , r. k- ❑Not Applicable 403 4 : y HVAC piping conveying fluids R- R- I❑Com lies [FR17j"t° . above 105 QF or chilled fluids '❑Does Not ' u of below 55 QF are insulated to aR v' 3. ;❑ Not Observable y ❑Not Applicable 403.4.1 Protection of insulation on HVAC ,x r t �, a .cx;�<ri r. ❑Complies ]FR241 piping. Ia�s�'"�c`❑Does Not PFS Corporation ❑Not Observable ❑Not Applicable Northeast Region 403;5 3 Hot water pipes are insulated to ; R. R-_ I❑Complies APPROVED aR-3. Does Not John Baker ❑Not Observable 1❑Not Applicable 10/22/2018 403 8 A Automatic or gravity dampers are [FR19]2 Installed on all outdoor air «�.a o a..siei ❑Complies Approval limited to ❑Does a" intakes and exhausts. " " ' ;`, ' ` "*' Not Factory Built Portion �;�' Z 4' �F V3tihli. d i :. W 4 r '� at x ry "�'"„" i❑Not Observable ; ,g >z,M ,.,. ,.,, ,'.. re37 `'�_'" ❑Not Applicable I 1 High Impact (Tier 1) �'4.` Medium Impact (Tier 2) 3 LLow Impact (Tier 3) Project Title: A16854 -Pleasant Bay Homes -Roselli Report date: 10/18/18 Data filename: Y:\REScheck\A16854.rck Page 5 of 10 Additional Comments/Assumptions: PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion ------------ 1 High Impact (Tier 1) ,2.. Medium Impact (Tier 2) .3 Low Impact (Tier 3) Project Title: A16854 -Pleasant Bay Homes -Roselli Report date: 10/18/18 Data filename: Y:\REScheck\A16854.rck Page 6 of 10 Section # _ = Insulation Ins ectlon p:. .' " = - - Plans Verified Fiefd Vered q a r '" �- + " t ''' •='"" Compiles? Comments/Assumption5�' 6 Re .IDS . ..a-,,,, , s .• ,: s , `^ Yalue; +.f Value A; �... «x .. . 303 1 All installed insulation is labeled u 5 a ❑Com lies r p tIN13]a or the installed fl -values" _ twk :> 2 ar x ❑ t n {' c 's 'r Does Not provided. ❑Not Observable "_. ❑Not Applicable 402.1.1, 1 Floor insulation R -value. R- 1 R- 1❑Complies See the Envelope Assemblies 402.2.6 Wood Wood❑Does Not ;table for values. [INl]1 I0 Steel , F] Steel ' ❑Not Observable ; ® ❑Not Applicable 303.2, Floor insulation installed pertf ❑Com lies ' p 402.2.7 !manufacturer's instructions and lin k�U 1""V + ❑Does Not ' IIN211 substantial contact with the underside of the subfloor or floor "` ' *' ❑Not Observable framin cavi Insulation Is in 9 H6nkt`ut i. to "*" ' '� $ }.ate, a-rla ❑Not Applicable contact with the top side of sheathing, or continuous ,underside insulation � sulation is installed on the of floor framing and from the bottom toeri totends of llperimeter floor framing xrt"' members. me i a s. h^ r' 402.1.1, ;Wall insulation R -value. If this is a; R- R -❑Complies ;See the Envelope Assemblies 402.2.5, ;mass wall with at least'of the h yyood Wood ;❑Does Not ; table for values. 402.2.6 wall insulation on the wall' Mass ❑ Mass❑Not Observable [IN3]1 exterior, the exterior insulation ;requirement applies (FR10). ; ❑ Steel ; ❑ Steel IONot Applicable 303.]1 ;Wall insulation is installed per r U ❑❑Complies [IN4 :manufacturer's instructions. ; `f ��s1`"3A° ,f,5a t-Pfi �' Does Not ❑Not Observable ❑Not Applicable Additional Comments/Assumptions: PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion 1 High Impact (Tier 1)-2i. Medium Impact (Tier 2) 1311 -ow Impact (Tier 3) Project Title: A16854 -Pleasant Bay Homes -Roselli Report date: 10/18/18 Data filename: Y:\REScheck\A16854.rck Page 7 of 10 Section ^ Final Inspection Provisions4111111-„ ,. ^ Plans Verified Field t%ered .- Compiles? e + •t i -x Comments/Assumptions: SY Re .iD -7, Valuer K ” „Value 402.1.1, ' Ceiling insulation R-value. R- R- '❑Complies :See the Envelope Assemblies 402.2.1, ❑ Wood ; 1C] Wood :ODoes Not table ror values. 402.2.2, j El Steel ❑ Steel !❑Not Observable ; 402.2.6 (Fills ❑Not Applicable I 303.1.1.1, 'Ceiling insulation installed peri❑Complies 303.2 .manufacturer's instructions .{s�,r st��ksa�C''2"rckx. ,;. ,� ,❑DoesNot IF1211 'o Bl n insulation marked every �y „ ,lip. h❑Not Observable ; 3❑NotApplieable 402'2 3 Vented attics with air permeable ❑Complies (F1221r insulation include baffle adjacent o<"� '' -"+ f "'" +-;,,. ,n x;. ❑ + *r'* r" '� Does Not err + to soffit and eave vents that' C '"� ' ' r ❑No[ Observable ' extends over insulation.'+" ❑Not Applicable 402.2.4 Attic aaess hatch and door R- ; R-_❑Complies (F13]r insulation 2:11-value of the❑Does Not 'adjacent assembly.❑Not Observable ❑Not ApP"cable 402.4.1.2 Blower door test @ 50 Pa. <=5 ACH 50=_ ; ACH 50 =_❑Complies IFI17]1 ach in Climate Zones 1-2, and :❑Does Not <-3 ach in Climate Zones 3-8. ❑Nat Observable ❑Not Applicable 403.3.4 Duct tightness test result of <=4 ; cfm/100 cfm/1000Complies IFI411 cfm/100 11:2 across the system or : R7-- ; RT_- ;❑Does Not <=3 cfm/100 ft2 without air❑Not Observable handler @ 25 Pa. For rough-in Applicable tests, verification may need to❑Not occur during Framing Inspection. 403.3.3 Ducts are pressure tested to cfm/100 cfm/100 ;❑Complies IFI2711 determine air leakage with : ft' ; ft2 :❑Does Not PFS Corporation either. Rough-in test: Total :❑Not Observable leakage measured with a pressure differential of 0.1 Inch I ❑Not Applicable Northeast Region w.g. across the system Including 1 the manufacturer's air handler APPROVED enclosure if installed at time of John Baker test. Postconstruction test: Total ; leakage measured with a 10/22/2018 pressure differential of 0.1 inch w.g. across the entire system ; Approval limited to PP Including the manufacturer's air Factory Built Portion handler enclosure. 403.3.2.1 ;Air handler leakage designatedr+,*clh.❑Complies [FI24]2 :by manufacturer at <=2Y of ❑Does Not j design air flow. ❑Not Observable ❑Applicable Fw-a;�.Not A PP cable 403,L1,';,' 1s. Programmable thermostats ❑Complies [FI9]z installed for control of ❑Does Not heang and cooling s d initially by Sr ❑Not Observable i se[ manufacturer to code ;7-,+",f' r'`^�z'�`^�?" s as ❑Not Applicable specifications. 403;1.Z,--; Heat pump thermostat installed t ,w „�:r m ❑Complies on heat pumps. a" 5+tpt1�r" `_ ❑DoesNot ❑Not Observable; ❑Not Applicable 403 51 Circulating service hot water ar rrs �*'' Eaxkhrr-x °� M+ ` " ° ❑Com ; plies '` [FlllJ�* r systems have automatic or + Y rr z * a dtO tt ❑Does Not , �'accessiblemanualcontrols ❑Not Observable ? �,H❑Not Applicable 1 I High Impact (Tier 1) 2] Medium Impact (Tier 2) -3 1 Low Impact (Tier 3) Project Title: A16854 -Pleasant Bay Homes -Roselli Report date: 10/18/18 Data filename: Y:\REScheck\A16854.rck Page 8 of 10 Section #x.' .. Final Inspedlon Provisions .Plans Verified Valued Field Verified ° tom liest P tommentslAssum tions= P ' �.. r -Value 403.6.VA All mechanical ventilation system '� , s ^ ❑CompliesF 11`12511 2;17, fans not part of tested and listed` ,' 1` y* r a t + a +'* M❑Does Not ' HVAC equipment meet efficacy❑Not and Flow limits.❑Not Observable, x air Applicable 403 2 Hot water boilers supplying heat r; a^ + fi ^ + ❑Complies ' (FI26j7, through one or two -pipe heating m#��i ❑Does Not systems have outdoors 7k `�'4t ❑Not Observable y + control to lower boiler water temperature based on outdoor r^'+t 4xa! �... + ❑No[ Applicable }fz-'z, ", ° Vii, temperature.rtu+4tr.iw4'«G�+i is , i 403 S I i ` Heated water circulation systems ❑Complies [1`128)2 r have a circulation pump The - rF # <t ^ ' - ^ ^ ❑Does Not �^ system return pipe is a dedicated ❑Not Observable PFS Corporation u. return pipe or a cold water supply'+ari�,-k �-r .,'-"ar' ;, r pipe. Gravity and thermos- ,5.,❑NotApplicable n syphon circulation systems are not Controls for "s. �,+ tr i ` Northeast Region present. ,' ^'`i" i 3 a 'r =" circulating hot water system ......a "a: APPROVED r, + pumps start the pump with signal `,i John Baker r far for hot water demand within the occupancy. Controls +{ r tib, ,+. 4�XF.:r *r""+^ 10/22/2018 ,. automatically turn off the pump when water is in circulation loop ` a Approval limited to t "k+S is at set -point temperature and 4i " kai6rr �''f �fl Factory Built Portion no demand for hot water exists f nF anL -,fir 403.5:1.2 Electric heat race systems `+ r+ _ ,,, „ ; s ❑Complies [F1291� comply with IEEE 515.1 or UL 'a; a+�,' a `, g a 3, "ip,,`�Q,?fF'^�'., ❑Does Not ;vP,p'f 515. Controls automatically adjust the input ,` .. �;€n []Not Observable energy to the .�. t :� w, + ' : i heat tracing to maintain the , r :+`' r ° .. , = ❑Not Applicable C`) x - desired water temperature in the , ) `. <*"a�&s,� ,} piping. 403 5 7' = Water distribution systems that _=*, 1;'^ , ,.� ° 'F^° ❑Complies (F130I2' a have recirculation pumps that pump water from a heated water'tj ^ ❑Does Not „k i []Notot Observable `i supply pipe back to the heated • r -° ' 5, 1 " water source through a cold ' +' ax` ,: ❑Not Applicable water supply pipe have a demand recirculation water -r k a system. Pumps have controls`r- `` that manage operation of the'`+ pump and limit the temperature xd of the water entering the cold '1-7 �r water piping to 1049F. 403 5 4 - Drain water heat recovery units e, ' , e ,., ; + xv ,' ❑Complies [F1311a ;; tested in accordance with B55.1. Potable water -side CSA •ictitfr�wPyi❑Does Not ❑Not Observable pressure loss of drain water heat , „ =t , ix ` �' r ❑Not Applicable - recovery units < 3 psi for individual units connected to one ;: .^ {. r c , 04, or two showers. Potable water - `side pressure loss of drain water heat recovery units < 2 psi for rc z q # ,ern 1.x individual units connected toWg" three or more showers. 404.1 :75% of lamps in permanent ❑Complies [F1611 'fixtures or 75% of ermanent� �❑Does Not fixtures have high efficac lams , ,Does not apply tolow-voltage []Not Observable :lighting. •u'` " y' ❑Not Applicable , ".'.,�s:,, , i�,`��� gas have pilot '�}en�r ^'�� x't�`ti1." lies (FI231 no cFueo ntinuous nuouts lights ❑DoesElCompNot ` :;Moll�' ❑Not Observable '` "��.,^xf N' Applicable ,;jt,❑Not 111 High Impact (Tier 1) d'r2-. Medium Impact (Tier 2) 1,3.< Low Impact (Tier 3) Project Title: A16854 -Pleasant Bay Homes -Roselli Report date: 10/18/18 Data filename: Y:\REScheck\A16854.rck Page 9 of 10 Section„ r fi•. z #;+-.�a ,Finallrispectlan ProVisbns «.Plans Verified F Value:; n Field Venfied' + A', omplies? y - Comments/Assumptions 4013 .:Compliance certificateposted. ❑Complies [F72 ❑Does Not sr r•�+rte, r',w,+ ,`rrs ❑Not Observable r,,, ❑Not Applicable 303 3 4 Manufacturer manualsfor y +. 1� , }r +..tax ❑Complies ; I1`I1813 �de�d� ❑oes Not j :systems have been prover � []Not Observable ; r, I V., ❑Not Applicable Additional Comments/Assumptions: PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion 1 I High Impact (Tier 1) ,2;:: Medium Impact (Tier 2) 13- Low Impact (Tier 3) Project Title: A16854 -Pleasant Bay Homes -Roselli Report date: 10/18/18 Data filename: Y:\REScheck\A16854.rck Page 10 of 10 2015 IECC Energy I Efficiency Certificate Above -Grade Wall 21.00 Below -Grade Wali 0.00 Floor 30.00 Ceiling / Roof 38.00 Comments PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion JOB AP -A16854 SHEET NO. 38 OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKED BY DATE Design Summary Note: 6d' nails = 0.131"x 2.5", 10d nails = 0.146"x 3" 8 16d nails = 0.131"x 3.25" unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe -Nails may not be used in Seismic Zones worse than C. Location Force Connection Fasteners Required Reference 7/16" x 1 1/2" x 16 ga staples Rafter to Ceiling Joist Connection w/ gussets 9 243 plf (2) 7/16" WSP Gusset Plates (1) ea side of rafter per gusset trafter Sheet 5 5 per gusset t to ceilingg joist Edge Rail to Ceiling Joist (6) 0.131 NY Nails In End -Grain Connection 243 if p Sheet 5 @ 16 in o.c. 1.25"X20 ga steel strap Edge Rail to 2nd Story Wall 243 If p (7)1 Od nails in ceiling joist and Sheet 5 Stud Connection 10d nails in wall stud @ 32 In o.c. N M o`'� DAVID E. oy PFS Corporation o BILLINGSLEY... CIVIL Northeast Region _ m o' APPROVED o 09/2611 09/26/1 John Baker C NAL 10/22/2018 O Approval limited to 41 Factory Built Portion c c 0 V a Note: 6d' nails = 0.131"x 2.5", 10d nails = 0.146"x 3" 8 16d nails = 0.131"x 3.25" unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe -Nails may not be used in Seismic Zones worse than C. JOB AP -A16854 SHEET NO. 38A OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKED BY DATE (10) 0.148"x2.5' nails Design Summary Note! 8d nails = 0.131"x 2.5", 10d nails = 0.148"x 3"B 16d nails = 0.131"x 3.25" unless otherwise noted An equal or better connection device maybe substituted for any connection device listed. Staples and Toe -Nails may not be used in Seismic Zones worse than C. DAVID E. CIVIL No.47769 09/26/18 PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion F—Lo—caf—lo—nT Connection Wall Force Spacing Reference Simpson Strong -Tie LSTA12 line_A 243 pit 32 in D.C. (10) 0.148"x2.5' nails 2nd Story Wall (5 each end of strap) Stud to 2nd Story Floor Band 6 7/16" OSB/PLY overlap line -11 278 p6 6 in o.c. Connection 2 rows of 0.131"x2.5" Nails line -2 458 pif 5 in D.C. ul Simpson Strong -Tie LSTA15 line_A 174 pif 48 in D.C. a (12) 0.148"x2.5" nails - - 0 - j 2nd Story Floor _ (6 each end of strap) c Band to 1 st Story Ceiling Band 6 7/16"OSB/PLY overlap U Connection 2 rows of 0.131"x2.5" Nails CL line -2 458 pH 5 in D.C. Simpson Strong -Tie LSTA12 line_A 174 pif 48 In o.c. (10) 0.148inx2.5in nails 1 st Story Ceiling (5 each end of strap) Band to 1st Story Wall Stud 6 Connection 7116" OSB/PLY overlap 2 rows of 0.131"x2.5" Nails line_2 458 plf 5 in D.C. Note! 8d nails = 0.131"x 2.5", 10d nails = 0.148"x 3"B 16d nails = 0.131"x 3.25" unless otherwise noted An equal or better connection device maybe substituted for any connection device listed. Staples and Toe -Nails may not be used in Seismic Zones worse than C. DAVID E. CIVIL No.47769 09/26/18 PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion JOB AP -A16854 SHEET NO. 38B OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKED BY Design Summary DATE Note: 8d nails = 0.131"x 2.5", fOd nails = 0.148"x 3" & 16d na/ls = 0.131 "x 3.25" unless otherwise noted An equal or better connection device maybe substituted for any connection device listed. Staples and Toe -Nails may not be used in Seismic Zones worse than C. E. CIVIL No. 47769 09/26/18 PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion Location Connection Wall Force Spacing Reference 7/16" OSB/PLY overlap floor line—A 199 pit 6 In O.C. rim joist min. 3" 1stStory Wall line_B 479 pit 4 in D.C. Stud to Floor 0.131 in x 2-1/2in nails 6A H Band Connection line 1 294If p 6 in D.C. r- Use 2 rows of fasteners along — ;., bottom edge of panel eline 2 0 pit 6 in O.C. c 0 V 7/16" OSB/PLY overlap sill line_A 199 plf 5 in D.C. plate 1.5" CL M line_B 479 pit 3 in D.C. Floor Band to Sill Plate Connection 0.13 1In x 2-12in nails Sheet 7 Use 1 row of fasteners along line_l 294 pit 3 In D.C. bottom edge of panel line -2 0 pit 3 in D.C. Note: 8d nails = 0.131"x 2.5", fOd nails = 0.148"x 3" & 16d na/ls = 0.131 "x 3.25" unless otherwise noted An equal or better connection device maybe substituted for any connection device listed. Staples and Toe -Nails may not be used in Seismic Zones worse than C. E. CIVIL No. 47769 09/26/18 PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion JOB AP -A16854 Force SHEET NO. 38C OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKED BY DATE Design Summary Location Force Connection Fasteners Required Reference Roof Truss to 2nd Story Wall 243 If Simpson Strong -Tie LSTA12 (10) 0.148"xt.5' nails Stud Connection p (5 each end of strap) Sheet 11 @ 32 in o.c. SN OF MqA DAVID E. - B NGSLEY .47769 �b OrSTEPNGP 09/26/18 AL N A R O w N C O v d PFS Corporation = �j Northeast egion APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion Note: 8d nails = 0.131"x Z5", 10d nails = 0.148"x 3" 8 16d nails = 0.131"x 3.25" unless otherwise noted An equal or better connection device maybe substituted for any connection device listed. Staples and Toe -Nails may not be used In Seismic Zones worse than C. JOB AP -A16854 SHEET NO. 38D OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKED BY DATE Desion 8ummary Location Force Connection Fasteners Required Reference 2nd Story Wall Stud to 2nd 184 Simpson Strong -Tie LSTA12 (10) 0.148inx2.5in nails Story Floor Band Connection plf (5 each end of strap) 11A 48 in o.c. W 2nd Story Floor Band to 1st Story Ceiling Band Connection 368 pif Simpson Strong -Tie LSTA15 (12) 0.148inx2.5in nails 11A co (One Side Only) (6 each end of strap) 16 in o.c. m R O w N C 1 st Story Ceiling Band to 1 at 184 Simpson Strong -Tie LSTA12 (10) 0.148inx2.5in nails 'r Story Wall Stud Connection pif (5 each end of strap) 11B y 48 in o.c. c O �y1" OF M4 DAVID E. yN PFS Corporation CL CML o eas egion No.4T7fi9APPROVED Py.-� 2rsTS " 09/2 18 John Baker 10/22/2018 Approval limited to Factory Built Portion 1st Story Wall Stud to Floor 184 Simpson Strong -Tie LSTA12 (10) 0.148'x2.5' nails Girder Connection Alf (5 each end of strap) 116 Q 48 in o.c. Floor Girder to Foundation 125 Fasten on-site for listed Connection pit load 116 An equal or better connection device may be substituted for any connection device listed. Staples and Toe -Nails may not be used In Seismic Zones worse than C. JOB AP -A16854 SHEET NO. 39 OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKED BY DATE Design Summary (con'd) Note: 8d nails =0.131'x2.5", 10d nails = 0.148" x 3" 8 16d nailsz: 0.131'x3.25' unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe -Nails may not be used in Seismic Zones worse than C. Gable wall studs at roof level must be same, size, species and grade as wall below. They must also be sheathed and fastened the same as wall below. Location Force Exterior Panel Interior Panel Reference 2nd Story Wall - line_I 7/16" OSB w/ 0.131"x2.5" nails 278 plf @ 6" o.c. panel edge & 12" o.c. Sheet 18 Perforated field nailing (exterior) 2nd Story Wall - line_2 7/16" OSB w/ 0.131"x2.5" nails 365 plf @ 4" o.c. panel edge & 12" o.c. Sheet 18 Perforated field nailing (exterior) 2nd Story Wall - line—A7/16' 7/16" OSB w/ 0.131'x2.5" nails 105 plf @ 6" o.c. panel edge & 12" o.c. Sheet 18 Perforated field nailing (exterior) �tNOFMq , � DAVtO E. cyo aILLINOSLEY }n fi T � CIVIL y N 4 d j \ Atb AFc/sTeP�°a�Q 09/26/18 w NAL NO Q Ute\ re 1st Story Wall- line—I 7/16" OSB w/ 0.131"x2.5" nails C 200 pit @ 6" o.c. panel edge & 12" o.c. ISA d Perforated field nailing(exterior) t U) Ist Story Wall - line—2 7/16" OSB w/ 0.131"x2.5" nails 392 plf @ 4" o.c. panel edge & 12" o.c. I8A Perforated field nailing (exterior) Ist Story Wall - line A 7/16" OSB w/0.131"x2.5"nails PFS Corporation 138 plf @ 6" o.c. panel edge & 12" o.c. 18A Perforated field nailing(exterior) Northeast Region I st Story Wall -line _B 7/16' OSB w/ 0.13 1 "x2.5" nails APPROVED 306 plf @ 4" o.c. panel edge & 12" o.c. John Baker 18A Perforated field nailing (exterior) 10/22/2018 Approval limited to Factory Built Portion Note: 8d nails =0.131'x2.5", 10d nails = 0.148" x 3" 8 16d nailsz: 0.131'x3.25' unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe -Nails may not be used in Seismic Zones worse than C. Gable wall studs at roof level must be same, size, species and grade as wall below. They must also be sheathed and fastened the same as wall below. JOB AP -A16854 Force SHEET NO. 39A OF 44 CALCULATED BY DB DATE 9/25/2016 CHECKED BY DATE Design Summary (con'd) Location Force Exterior Panel Interior Panel Reference 00F, AVID E. 13NGSLEV m CIVIL y A g/sTfP� .4, 09/26/18 NAL a E d N Q to 1st Story Wall - line -3 7/16" OSB w/ 0.131"x2.5" nails G 609 plf Q 3" o.c. panel edge & 12" o.c. I8B N Perforated field nailing (exterior) .0 flJ PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion Note: 8d nalls = 0.131"x 2.5", 10d palls = 0.148"x 3"& 16d nalls = 0.131"x 3.25" unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe -Nails may not be used In Seismic Zones worse than C. Gable wall studs at roof level must be same, size, species and grade as wall below. They must also be sheathed and fastened the same as wall below. PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Design Summary (con'd) JOB Location AP -A16854 Connection SHEET NO. 40 OF 44 CALCULATED BY DS DATE 9/25/2018 CHECKED BY DATE Note: Corner Studs & Built up Column Studs to be fastened together w/ 2 rows staggered of 0.131"x3" Nails at r 87"- g in O.C. Note: Sd nails = 0.131"x 2.5 , 10d nails = 0.148"x 3" d 16d nails = 0.131"x 3.25" unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe -Nails may not be used in Seismic Zones worse than C. Location Force Connection Fasteners Required Reference 2nd Story Module to 1st Story Module - line_t (2) Simpson Strong -Tie CS16 1955 Ib straps (22)10d nails ea strap Sheet 21 2nd Story Module to 1st Story Module - line_2 (2) Simpson Strong -Tie CS16 3396 Ib straps (22)10d nails ea strap Sheet 21 OF 2nd Story Module to 1 st Story o yG line_A Dead Load of Structure is oDAVID E. 81 SLEY OK Sufficient to Resist ySheet 21 Overturning Load 0 No. 69 C o 9 ' AL W NON C C O U 1 st Story Module to Foundation - line -11 Simpson Strong -Tie 1/2 in min concrete cover and 2112 Ib STHD14RJ (30) 16d sinkers, locate 1.5in 21A 1= from comer w 0 1 st Story Module to Foundation - line_2 Simpson Strong -Tie 12 in min concrete cover and 35241b STHD14RJ (30)16d sinkers, locate 1.5in 21A from comer 1 st Story Module to Foundation - line_A Dead Load of Structure is OK Sufficient to Resist 0 21A Overturning Load 1st Story Module to Foundation - 6ne_B Simpson Strong -Tie 12 in min concrete cover and 2960 lb STHD14RJ (30) 16d sinkers, locate 1.5in 21A from comer Note: Sd nails = 0.131"x 2.5 , 10d nails = 0.148"x 3" d 16d nails = 0.131"x 3.25" unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe -Nails may not be used in Seismic Zones worse than C. JOB AP -A16854 SHEET NO. 40A OF 44 CALCULATED BY DB DATE 9/2512018 CHECKEDBY DATE Design Summary (cona) Note: Corner Studs & Built up Column Studs to be fastened together w/ 2 rows staggered of 0.131'x3" Nails at F7Min D.C. Note: 8d nails = 0.131"x 2.5", 10d nails = 0.148"x 3" & 16d nails = 0.131"x 3.25" unless otherwise noted An equal or better connection device maybe substituted for any connection device listed. Staples and Toe -Nails may not be used In Seismic Zones worse than C. Location Force Connection Fasteners Required Reference - 50 D M4,c„ - DAVI c yc E.Fill I IN qI KV CI IL y No. 769 �9Fo1s 09/26/18 N N C O V d C C O U 1st Story Module to Foundation - line— 3 Simpson Strong -Tie 112 in min concrete cover and 3 5331 Ib STHD14RJ (30)16d sinkers, bate 1.5in 278 C from comer d O PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion Note: 8d nails = 0.131"x 2.5", 10d nails = 0.148"x 3" & 16d nails = 0.131"x 3.25" unless otherwise noted An equal or better connection device maybe substituted for any connection device listed. Staples and Toe -Nails may not be used In Seismic Zones worse than C. JOB AP -A16854 SHEET NO. 41 OF 44 CALCULATED BY DB DATE 9/2512018 CHECKED BY DATE Design Summary(con'd) An equal or better connection device may be substituted for any connection device listed. Staples and Toe -Nails may not be used in Seismic Zones worse than C. All fasteners Into sill plate must be corrosion resistant. John Baker Location Force Connection Fasteners Required Reference Factory Built Portion Roof to Wall Plate Connection 129 1291b 3" toenails.n 2 2$ N/A Top Plate to Studs 8 Bottom 0.131" x 3.0" Nails in End - 0.131"x 3" toenails. Plate to Studs 129 Ib Grain. NA 23A - 2 per stud - 91 plf @ 6 in OC N/A Bottom Plate to Floor 97 plf 0.131" x 3.0" Nails NA 23A 16 In o.c. - l Connection -line 1, 2 8 3 655lf p @ 10 in OC (12) 0.131 in x 1 1/2in nails 26 yS 4 0.131"x 3" toenails. N c 0 i C °a PFS Corporatio Northeast Regio APPROVED 0.131" x 3" toenails. John Baker 10/22/2018 2nd Story to 1 st Story Approval limited to Factory Built Portion (RDAVID E, yG iFfs, LLINGSLE No. 47769 b 9FGISTS P``° a 09/26/18 NAL Note: 8d nails = 0.131"x ZS-, 10d nails = 0.148"x 3"& 16d nails = 0.131"x 3.25" unless otherwise noted 0.131" x 3" toenails. 2nd Story to 1 st Story Connection - line -2 426 If p @ 3 in OC N/A 25 0.131"x 3" toenails. 2nd Story to 1st Story Connection - line -A 91 plf @ 6 in OC N/A 25 Simpson Strong -Tie LTP4 1st Story Sill Plate - l Connection -line 1, 2 8 3 655lf p @ 10 in OC (12) 0.131 in x 1 1/2in nails 26 0.131"x 3" toenails. 1st Story to Sill Plate Connection - line A 8 line B 145 plf @ 6 in OC N/A 25A Note: 8d nails = 0.131"x ZS-, 10d nails = 0.148"x 3"& 16d nails = 0.131"x 3.25" unless otherwise noted JOB AP -A16854 SHEET NO. 42 OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKED BY Design Summary (con'd) DATE Location Force Connection Fasteners Required Reference Truss Bottom Chord or Ceiling197 pff 0.131" x 3.0' Nails toed 236 Joist to Endwall Top Plate @6inOC to PFS Corporation Northeast Regio APPROVED John Baker 10/22/2018 Approval limited to o`' DAVID E. y Factory Built Portiono BILLINGSLEY C O No. 47769 d.o� 9FC/3TEP.{c ,Q 09/2�7/1 8 C NAL NO O U IM C 'v N 2nd Floor Endwall Mateline - Top Plate to Top Plate / 27071b 2 Simpson LSTA30 Straps (22) 0.148in x 2.5in nails each NA Ceiling Rim to Ceiling Rim strap across Mateline 2nd Floor Endwall Mateline - Floor Rim to Floor Rim across 2707 lb 2 Simpson LSTA30 Straps (22) 0.148in x 2.5in nails each NA Mateline strep 1 st Floor Endwall Mateline - Top Plate to Top Plate / 4101 Ib 3 Simpson LSTA30 Straps (22) 0.148in x 2.5in nails each NA Ceiling Rim to Ceiling Rim strap across Mateline 1st Floor Endwall Mateline - Floor Rim to Floor Rim across 4101 Ib 3 Simpson LSTA30 Straps (22) 0.148in x 2.5in nails each NA Mateline strap Note: 8d nails = 0.131"x 2.5", 10d nails = 0.148"x 3" 6 16d nails = 0.131"x 3.25" unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe -Nails may not be used in Seismic Zones worse than C. PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion Design Summary (con'd) JOB AP -A16854 SHEET NO. 44 OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKED BY 0.131 "x3" Nails w/ 1.5" DATE 8d nalls = 0.131"x 2.5", 10d nails = 0.148"x 3" 8 16d nails = 0.131"x 3.25" unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe -Nails may not be used In Seismic Zones worse than C. Location Force Connection Fasteners Required Reference C Outlooker to Endwall 96 Ib 0.131 "x3" Nails w/ 1.5" C pen. Sheet 35 y Within 3.00 ft of Comer 5414 lb 2 per outrigger Sheet 19 C 2nd Floor Double 2x6 Top Plate - With Stagger 2 rows of p Oullooker to Endwall 66 lb 0.131"x3" Nails w/ 1.5" @ 8 in oc 0.131" x 3.0" Nails V Sidewalls 14461b pen. Sheet 35 t Not 3.00 ft of Comer 2 per outrigger to Splices .0 Endwalls 11716 Ib Sheet 19 to x1 Double 20 Perimeter Rail - .0 No Splices O 8d nalls = 0.131"x 2.5", 10d nails = 0.148"x 3" 8 16d nails = 0.131"x 3.25" unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe -Nails may not be used In Seismic Zones worse than C. Location Force Member Sizes Splice Conn. If Req. Reference 2nd Floor Double 2x6 Top Plate - No Splices Endwalls 5414 lb Sheet 19 2nd Floor Double 2x6 Top Plate - With Stagger 2 rows of Splices 8 D @ 8 in oc 0.131" x 3.0" Nails Sidewalls 14461b Sheet 19 1 st Floor Double 2x6 Top Plate - No Splices to Endwalls 11716 Ib Sheet 19 x1 Double 20 Perimeter Rail - .0 No Splices L) E 1 st Floor Double 2x6 Top Plate - With Stagger 2 rows of Splices &0.131' x 3.0" Nails @ 8 1n oc t Sidewalls 2692 Ib Double 2x10 Perimeter Rail - Stagger 2 rows of Sheet 19 CL M S With Splices & @8inoc 0.131' x 3.0- Naits ��y1H 0 A/gs0 o`' DAVI E. yc BILLIN SLEY % o CI I N0. 4 769 1/'�\ a 9kors EQ'� 2 �9/ N l Minimum Lumber Grade and Species Is SPF #3 Unless Noted Otherwise Minimum Splice Length Is 4 ft 8d nalls = 0.131"x 2.5", 10d nails = 0.148"x 3" 8 16d nails = 0.131"x 3.25" unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe -Nails may not be used In Seismic Zones worse than C. JOB AP -A16854 Garage SHEET NO. 1 OF 44 Glenco,Inc. CALCULATED BY DB DATE 9/2512018 217 East Main Street • Middleburg, PA 17842 Phone (570) 837-0577 • FAX (570) 837-0585 CHECKED BY DATE Design Criteria Listed connections to foundation/piling system must be reviewed by the foundationtpiling design engineer. Foundation/piling engineer must verify the listed connections are appropriate with acutal foundation/piling system. Foundation/piling engineer may specify alternate connections that meet the required loads. Location: MA 140mph Exp C or less Building Description: Codes: Residential One Story Modular Wood Frame Construction MA State Building Code, 9th Edition 2015 NDS ASCE 7-10 Building Importance Category: Seismic Criteria No. 47769 09/26/18 Seismic Design Category (SDC) B Short period design spectral response acceleration (SDs) - - - - 0.32 - - — - .;0., Seismic Importance Factor I'.OQ Ultimate Wind Speed Vult = 140.0 mph Exposure = C Load Case Factor = 0.6. Snow Load Ground Snow Load = 35 psf Snow Importance Factor 1.66 PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion JOB AP -A16854 Garage SHEET NO. 2 OF 44 CALCULATED BY DB DATE 9/2512018 CHECKED BY DATE - Design Criteria Cont. Floor Diaphragm Aspect Ratio Length of side (1-1)(house width) = 26 ft. Length of side (1-2)(house length) = 24 ft. L2 & LI = ?1; 1 < 3 :1 'OK Max Mean Roof Height = 15ft. Exposed Foundation Height = 2 ft. Roof Framing Span (Horizontal Projection) = 13 ft. Roof Framing Spacing = 16 in. D.C. Roof Overhang Length = 1 ` ft. Roof Slope = 7:12' Roof Diaphragm Aspect Ratio Length of side (1-1)(width) = 26'"'` ft. Length of side (1-2)(length) _ 24-,,"-� ft. Roof/ Ceiling Assembly Dead Load= 15 psf E. 47769 09/26/18 PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion JOB AP -A16854 Garage SHEET NO. 3 OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKED BY DATE Design Criteria Cont. 1st Story Loadbearing Wall Height = 9 ft. Max Wall Stud Specifications = 2x6 Wall Stud Spacing = 16 in. D.C. Shearwall Segment Aspect Ratio 1st Story Shearwall Height = x 9 Y F ft. SPF #3 OSB - PLY GYP �i 1 st Story Minimum Shearwall Length = H / 3.5 = , 2 5 C_. ft. H / 1.5 = P :jai - 4� t{{JJjj4 1st Story Wall Length Available for Full Height Sheathing Bline_1 11.60.11. Lline A 13.75 ft. Bline_2 22.75 ft. Lline_B 2.50 ft. - - - - -- 1st Story Maximum Unrestrained Opening Height Hline_1 0 in. --Hline_A -0--in.------ ---- Hline_2 84 In; Hline_B 84 in. PFS Corporation Northeast Region' APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion iDAVID E. fl'o BILWNGSLE CIVIL No. 47769 ft. 09/26/18 Uplift Connections JOB AP -A16854 Garage SHEET NO, 4 OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKED BY DATE x:`Y xy Building Width = V 26 ft. Roof Framing Spacing = .16 I In. o.c. Roof /Ceiling Assembly Dead Load z 415 :t psf Roof Span = T 26 ft. Amount of load to be subtracted per Story = Q(Unit Width / 2) x Floor/Roof Dead Load] + Wall Dead Load) x 0.6 { 1,3.09` ft / 2) x . 10 psf] + 60, plf) x 0.6 Vertical Design Wind Pressures Windward Uplift Pressure = Leeward Uplift Pressure = Overhang Wind Uplift Pressure = Roof to 1st Story Wall Connection Load DAVID Imo. LLINGSLE CIVIL No. 47769 09/26/18 3 Sec Gust Wind Speed 7140=' mph See pages 13A thru 13C for pressure calcs. PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion 1st Story Wall to Foundation Connection Load = 327 plf - 75,;'plf 252;.', plf JOB AP -A16854 Garage SHEET NO. 5 OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKED BY DATE Uplift Connections fconrdl Note: All uplift load on roof resisted at sidewalls Main Building Connection Design Connections to transfer uplift loads from the roof assembly to foundation must maintain a continuous load path. Use structural connectors to provide the required connection. Alternate connection methods may be used, if they are satisfactorily proven to resist the calculated loads. Rafter to Ceiling Joist Connection w/ gussets Connector. (2) 7/16" WSP Gusset Plates (1) ea side of rafter Reference page 8 for Fastener: 71116-'x 1 1/2" X 16 ga staples ". r "' staple capacity talc. Staple Value - Lateral value 7/16in x 1 1/2m x 16 ga staple w/1 in penetration= 38 1 1 lbs per staple Allowable Load 38:1 t Ib cap x s 6 ' Staples g 229 �,� Ib for HF or SPF Note: The number of required staples above is the amount of staples required to fasten EACH gusset to the rafter and EACH gusset to the ceiling Joist Req'd Uplift Rafter in. to tt Per Required Provided Load Spacing conversion Gusset Capacity Capacity X27 plf x 16; in D.C. x 121n, / 2 ' n 2 S , Ib < 22g"'` fi; ,.1ft/ � per gusset Edge Rail to Ceiling Joist Connection Connector.'(6)0.131"x3"Nails)n'En' i -Grain Fastener. Allowable Load _ 527.4 lb-----1— Connector b , _.._. — -- Connector Req'd Uplift in. to ft. Capacity Load conversion .'.621.4,lbs / 327 pit x 1ft % 12 in, Edge Rail to Wall Stud Connection Connector. 125"X20'ga steel strap Fastener. (7)10d naiis in ceiling Joist and 10d nails in waft stud ,t of At is ble Load = 860 Ib Connector Req'd Uplift Capacity Load 09/26/18 860 lbs / 327 pit in. to ft. conversion x 1ft/Vin Req'd Provided Spacing Spacing in. .16-- in. PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion Req'd Provided Spacing Spacing 32 in. 16 in. JOB AP -A16854 Garage SHEET NO. 6 OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKED BY DATE Uplift Connections (cont'd) 1 st Story Wall Stud to Floor Band Connection Connector. 7/16" OSB/PLY overlap floor rim joist min.3" Fastener. 0.131in x 2-1/2in nails Must Use Nails in Higher than Seismic Zone C Lateral Value = 96 z lbs per fastener Use 2 rows of fasteners along bottom edge of panel - stagger spacing between rows Req'd Uplift Required Load Spacing line_A 7252 p I f tom;1n. o. c. lin e_B 251pif p, &-j in' D.C. line0 .9 plf 6 ,k in. D.C. _1 linein. D.C. _2 4145s�plf y6 PFS Corporation Northeast Region DAVID E. tiN BILUNGSLEY m APPROVED $ CIVIL y John Baker No.47769 10/22/2018 A?b�� Fp�3TEP�G�, 09/26/18 Approval limited to AL Factory Built Portion Boa AP -A16854 Garage SHEET NO. 7 OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKED BY DATE Uplift Connections (cont'd) Design 1 st Story Module to Sill Plate Connection Assume Typical 1 st Story Module to Sill Plate Connection made with Connector. 1il6" OSB/PLY overlap sill plate 1.5" Fastener. 0.131in x 2-12in nails Must Use Nails in Higher than Seismic Zone C Lateral Value i 96"; ; lbs per fastener Use 1 row of fasteners along bottom edge of panel Floor Band to Sill Plate Connection Req'd Uplift Req'd Load Spacing line—A plf s in.o.c. line_B 252;pIf 4 iln. o.c. line_1 0 r. plf 3 ,y in. D.C. line -2 145 ' plf 6 in. D.C. PFS Corporation tH OF 4�4sA s Northeast Region o�� DAVID E. csc APPROVED BILLINGSLEY m John Baker CIVIL y No.47769 10/22/2018 9FcsTEP�o�c 09/26/18 Approval limited to l\ NAL QVf Factory Built Portion �J JOB AP -A16854 Garage SHEET NO. 8 OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKED BY - DATE Single Shear Staple Capacity w/ min. 1" penetration 11 Z„= k�xDxl,xF„ x CD m rx�we6-1"N � ,,516-1” �r Ib p' y o DAVID E. cN "Other Dowel -Type Fasteners" D = fy0;O63 in Diameter is = 0.438 in Side member thickness Fyb = 1E+05 psi Dowel bending yield strength tm = 1 .' in Main member penetration Ra = 2 2 e Reduction Tenn - See Table 11.3.1 B Ss = SPF `' Side member species R 1 ;} = F,,, / F„ Ms = SPF : Main member species Rt - '�}2:286,,= IM / I, SD = 16 Staple Gage Im 1 yin main member dowel bearing length Co = 1.6 Load Duration Factor I, 0 d38 in side member dowel bearing length F,,, = 3350 , psi main member dowel bearing strength .; F. = 3350 psi side member dowel bearing strength 0+R) PFS Corporation Staple Capacity: Table l l.3.1A Yield Limit Equations: Zstaple = 2 Legs x Zmin Mode Shear Zstaple , '381"Ibs Im Z}.= D x Im x Fes„ x CO :153 5 Ib Ra I, Z},= DxI,xF. X CD Ib R 11 Z„= k�xDxl,xF„ x CD m rx�we6-1"N � ,,516-1” �r Ib p' y o DAVID E. cN Ra v., - BILLINDSLEY m - u CIVIL. H No.47769 Ill, Zln, = k2 x D x I„ x F,,, x CD 54 2$ - Ib a� gFOISTE 47 09/26/18 (1+2R) x Ra AL III, Z1113= k3 x D x I, x F.,,, x Co , =28.8 Ib (2+R,)x Ra IV Z}v= D2 x2 x Fem x Fyb hal 191!Ib R 3x(1+R) Minimum Shear, Zmin X91 Ylb Notes: .; K, = [Re + (2R,2 x (1+Rr+R 2)) + (Rix R,3)]t'nl - (R X (1+R)] 0:8 0+R) PFS Corporation K2 = -1 + (2 x (1+Re)) + 2F x (1+2R,) x D2 (1}2) 1,'1 3F,,,, x 1m2 K3 = -1 + (2 X (1+R))+ 2F X (2+R,) X D2 hnl = 1:3'; R 3Fa X 42 JOB AP -A16854 Garage SHEET NO. 8A OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKED BY DATE Single Shear Staple Capacity w/ Metal Side Member wl min. 1" penetration IV ZN= D2 x 2 x Fem x Fyb ('n) 26 3 = Ib Rd 3 x (1 + Re) Minimum Shear, Zmin X26 3rlb Notes: K, _ (Re + (2Re x (1+R,+�2)) + (Ri x Re3))(112) - (Re x (1 +R)] 0+Re) PFS Corporation K2 = -1 + (2 x (1+Re)) + 2F x (1+2R,) x D2 (112) 3Fe,,, x 1.2 K3 = -1 + (2 x (1+Re)) + 2F x (2+Re) x D2 31=, x 1,2 "Other Dowel -Type Fasteners' D =�Q 63 in Diameter is = 0.036, in Side member thickness Fp = 1E+05 psi Dowel bending yield strength tm = 1 in Main member penetration Rd = 'W Reduction Term - See Table 11.3.1 B Ss = 20GA Steel Side member species Re0054= y*Y pP?l44 Fem/Fee Ms = SPF Main member species R, Irak 27-78 = 1 `. Im / 1e So = 16 Staple Gage in main member dowel bearing length CD = 1.6 Load Duration Factor la v 0.036 in side member dowel bearing length BILLINGSLEY Rd Fera = ; 3350 psi main member dowel bearing strength Fee = 61850.' psi side member dowel bearing strength - - - IV ZN= D2 x 2 x Fem x Fyb ('n) 26 3 = Ib Rd 3 x (1 + Re) Minimum Shear, Zmin X26 3rlb Notes: K, _ (Re + (2Re x (1+R,+�2)) + (Ri x Re3))(112) - (Re x (1 +R)] 0+Re) PFS Corporation K2 = -1 + (2 x (1+Re)) + 2F x (1+2R,) x D2 (112) 3Fe,,, x 1.2 K3 = -1 + (2 x (1+Re)) + 2F x (2+Re) x D2 31=, x 1,2 Staple Capacity: Table 11.3.1A Yield Limit Equations: Zstaple = 2 Legs x Zmin Mode Shear "` Zstaple "52 5' Ibs D x I,,, x Fera x Co Ib Ra la Zp = D x la x F. x CD Ib Rd 11A FS 02 - DAVID II Z„ = k, x D x la x Fee x CD 62Yg" Ib BILLINGSLEY Rd CIVIL No.47769 A (\ 'b 9Fcisrr Pe4��� 09/26/18 Illm Zda„ = k2 x D x I,e x F. X CD T66 7 ;" Ib NAL (1+2Re) x Rd 0(,\ Ill, Z111.= k3 x D x la X Fa„ x CD 31 8 Ib (2+Re) x Rd IV ZN= D2 x 2 x Fem x Fyb ('n) 26 3 = Ib Rd 3 x (1 + Re) Minimum Shear, Zmin X26 3rlb Notes: K, _ (Re + (2Re x (1+R,+�2)) + (Ri x Re3))(112) - (Re x (1 +R)] 0+Re) PFS Corporation K2 = -1 + (2 x (1+Re)) + 2F x (1+2R,) x D2 (112) 3Fe,,, x 1.2 K3 = -1 + (2 x (1+Re)) + 2F x (2+Re) x D2 31=, x 1,2 JOB AP -A16854 Garage SHEET NO. 9 OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKED BY DATE 16GA Strap Capacity Thickness of Strap = 0.0598 In Strength of Steel = 36 ksi Strength Reduction Factor = 0.6 Width of Steel Strap = 1.5 . In Thickness of fastener = 0.1310 In Capacity of Strap = Thicknes x (Width of Strap - Width of fastener) x Strength of Steel x Strength Reduction Factor = Capacity of Strap =1768 Ib 0.131"x2.5" Nail Capacity Shear Z = c 83 ` f lb NDS Table 11 P Load Duration Factor = `1.6 for wind ,µ,,,,,,,,,,,,,, Adjusted Fastener Capacity= ;M132:8'rfib Required Quantity of Fasteners to achieve max capacity of strap = QTY =° 14'nails each end of each strap DAVID E. No. 47769 09/26/18 PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion JOB _ AP -A16854 Garage SHEET NO. 9A OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKED BY DATE 20GA Strap Capacity Thickness of Strep = 0.0359 in Strength of Steel = 36 ksi Strength Reduction Factor 6.6 Width of Steel Strap = 1.25 in Thickness of fastener= 0.1310 in Capacity of Strap = Thicknes x (Width of Strap - Width of fastener) x Strength of Steel x Strength Reduction Factor = Capacity of Strap = 867 Z Ib 0.131"x2.5" Nail Capacity Shear Z= 81 lb NDSTablellP Load Duration Factor= 16 ' for wind Adjusted Fastener Capacity= =729; 6 Ib Required Quantity of Fasteners to achieve max capacity of strap = QTY = ? nails each end of each strap PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion Mateline Uplift Resisted by Ceiling Beam JOB _ _. AP -A16854 Garage SHEET NO. 10 OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKED BY DATE DAVID E. CIVIL No. 47769 09/26/18 PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion Mateline Uplift Resisted by Ceiling Beam JOB _ AP -A16854 Garage SHEET NO. 11 OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKEDBY DATE DAVID E. No,47769 09/26/18 PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion JOB AP -A16854 Garage SHEET NO. 12 OF 44 CALCULATED BY D13 DATE 9/25/2018 CHECKED BY DATE Uplift Connections (cont'd) Check Tensile Strength of Studs to Transfer Uplift Loads $PF#3, Nominal Tensile Stress Ft bu'}, psi Load Duration Factor CD 'i 6, DAVID E. No. 47769 Size Factor CF Allowable Tensile Stress Ft' = F, Co CF t. psi Net Area of Stud 2 A In Allowable Tensile Load ANSI / AF&PA NDS Table 4A ANSI / AF&PA NDS Table 2.3.2 ANSI I AF&PA NDS Table 4A ANSI / AF&PA NDS Table 4.3.1 „4290 1 1., 36'!, lb OI Pt'= Ft* A= _4 P 09/26118 PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion I JOB AP -A16854 Garage SHEET NO. 12A OF 44 CALCULATED BY DB DATE 9125/2018 CHECKED BY DATE Sliding Connections Capacities Design 1 st Story Module to Sill Plate Connection Assume Typical Connection made with Specific Gravity of Member D G= . ',Z, Thickness of Member IS = 1.50 j in 0, 0 Nominal Lateral Capacity of Nails in Single Shear Z = � 3 lb Load Duration Factor CO =1.6 *t-- —, Toe -Nail Factor C„ 0.83i0 Allowable Lateral Capacity of Nails in Single Shear 7 Z' = Z CD Cin = T66':71b 0.131"i 3- t6enai 2" o.c. nails 3" D.C. nails 4" a.c. nails 5"o.c. nails 6" D.C. nails 0.131"'x Y Nail's DAVID E. No. 47769 09/26/18 ANSI / AF&PA NDS Table 11 N ANSI / AF&PA NDS Table 2.3.2 ANSI / AF&PA NDS 11.5.4 ANSI / AF&PA NDS Table 10.3.1 Ib x 12 in/ft/ 2 in o.c = 653_ pif -'--'; Ib x 12 Wit/ 3 in o.c 't = '4'35�jplf Ib x 12 in/ft/ 4 in o.c = 326' pit Ib x --12 In/ft/- — 5 ino.c- = 26 Ib x 12 In/ft/ 6 in ox �plf = plf Z'=ZCo= 131mIb 2 rows of 0.131"x3" nails at 4" o.c. 2 rows of 0.131"x3m nails at 5" o.c. 2 rows of 0.131"x3" nails at 6" o.c. 2 rows of 0.131"x3" nails at 7" o.c. 2 rows of 0.131"x3"nails at 8" o.c. 3 rows of 0.131"x3" nails at 4" o.c. 3 rows of 0.131 "x3" nails at 5" D.C. 3 rows of 0.131"x3" nails at 6" o.c. 3 rows of 0.131"x3" nails at 7" o.c. 3 rows of 0.131"x3" nails at 8" o.c. PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion ,,,Ib x 12 In/ft/ 4 In ox x 2 = Ib x 12 In/ft/ 5 In ox x 2 = '" Ib x 12 in/ft/ 6 In ox x 2 = lb x 12 inIfil 7 In ox x 2 = 'ib x 12 in/ft/ 8 In ox x 2 = Ib x 12 in/ft/ 4 In ox x 3 = Ib x 12 in/ft/ 5 In ox x 3= Ib x 12 in/ft/ 6 In ox x 3 = Ib x 12 in/ft/ 7 in ox x 3 = Ib x 12 in/ft/ 8 in o.c x 3 = Shear Connections - MWFRS JOB _ AP -A16854 Garage SHEET NO. 13 OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKED BY DATE Roof Pitch = fffi2 Roof Height = j',8.583'ftRoof Span = , X13 .,r it 3 Sec Gust Wind Speed= 140'' mph Wind Exposure r CP Max Wall Height 9- it Wind Importance Factorj Z' End Zone Length 6.00 it Building Length = 24 tft Floor/Ceiling Depth = 1 it Horizontal Design Wind Pressures Wall Pressure Perp to Ridge = 24.04 psf See Page 13A R 13B for pressure calcs. Roof Pressure Perp to Ridge = 15 01 psf Wall Pressure Parallel to Ridge =] I 2 04 � psf Roof Pressure Parallel to Ridge = "22'.56, psf PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 ,at limited to Built Portion DAVID E. CIVIL No, 47769 Perpendicular to Ridge Roof Diaphragm Load = (Roof Hor. Press. Perp. x Roof Height) + (Wall Hor. Press. Perp. x Wall Height / 2) Roof Diaphragm Load = 237,j plf Floor Diaphragm Load [Wall Hor. Press. Perp. x (Wall Height+Floor/Ceiling Depth)] Floor Diaphragm Load = i,,240 ,- plf Parallel to Ridge Roof Diaphragm Load = (Roof Hor. Press. Par, x Roof Height/2) + (Wall Hor. Press. Par. x Wall Height /2) Roof Diaphragm Load = " '205 ` pif Floor Diaphragm Load = [Wall Hor. Press. Par. x (Wall Height+Floor/Ceiling Depth)] Floor Diaphragm Load 240 plf JOB _ AP -A16854 Garage SHEET NO. 13A OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKED BY Shear Connections - MWFRS DATE Roof Pitch = 712 Roof Height= 8 983 x ft Roof Span g, 3 Sec Gust Wind Speed, V 140 4mph Wind Exposure's C O .65 for rigid structures Max Wall Height e g i, ft ( Wind Imp. Factor, I h End Zone Length t 7 6 00 ft Building Length, L 24 ,Y'ft t Floor/Ceiling Depth= 1 ' �2ft w Mean Roof Height h 15-1 ft _ ° F' Windward Roof Exterior Pressure Coefficient Building Width, B 26 .40 ft qz = 0.00256KzKztKdV21LC Load Case Factor LC K.= 0.85 Ka q: _ If 21 75': psf p = gGCP - q;(GCpi) Per Table 27.3-1 from 7-10 and per table 6-3 from 7-05. (For 7-05 use highest value from case 1 and case 2. ) Per Table 26.6-1 from 7-10 and per table 6-4 from 7-05. GCa= 0.18.' 0.78 DAVID E. CIVIL No. 47769 09/26/181 PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion O .65 for rigid structures _ Perpendiculartohe Ridge ^) \J C 0.8: Windward Wall Exterior Pressure Coefficient Ca,,, = 0.5 ° Leeward Wall Exterior Pressure Coefficient Cp„. _ -0.21 ; _ ° F' Windward Roof Exterior Pressure Coefficient Cp = -0 ! 1160~' 0 6' Leeward Roof Exterior Pressure Coefficient Parallel to the Ridge CP-- = D 81 Windward Wall Exterior Pressure Coefficient Ca„, = a -0 5 Leeward Wall Exterior Pressure Coefficient CW _ 1 01 . x .Y aY �015r Windward Roof Exterior Pressure Coefficient C& = 1.01'+` -0`�8; ; Leeward Roof Exterior Pressure Coefficient GCa= 0.18.' 0.78 DAVID E. CIVIL No. 47769 09/26/181 PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion DAVID E. LLINGSLE CIVIL No.47769 Roof Pitch = )ri:12 3 Sec Gust Wind Speed, V = Wind Exposure t�C Max Wall Height End Zone Length Y { Floor/Ceiling Depth= qz h21,75 psf P = gGCp - gdGCw) MWFRS - Wind Perpendicular to Ridge Walls Windward JOB AP -A16854 Garage SHEET NO. 13B OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKED BY DATE Roof Height= P 8 X83 a ft Roof Span= ,'` 13 ft, y140 A'. mph Wind Imp. Factor, 21.75 Building Length, L - 24 , rft ft Mean Roof Height h 15 ,tft ,1 Building Width, B = 2fi:;"ft Load Case Factor LC , 0.6 G = 0.85'i for rigid structures P = ( 21.75 Psf x 0.85 x 0.8 ) - 21.75 Psf x 0.18 ) = 10.9 psf P = ( 21.75 Psf x 0.85 x 0.8 ) - 21.75 Psf x -0.18 ) = 18.7 psf Leeward P = ( 21,75 Psf x 0.85 x -0.5 ) - 21,75 psi x 0.18 ) _ -13.2 psf P=( 21,75 psf x 0.85 x -0.5 )- 21,75 psf x -0.18 ) _ -5.3 psf Roof -Windward P = ( 21.75 Psf x 0.85 x -0.21 ) - 21.75 Psf x 0.18 ) _ -7.8 psf P = ( 21,75 psf x 0.85 x -0.208 ) - 21,75 psf x -0.18 ) = 0.1 psf Leeward p = ( 21,75 psf x 0.85 x -0.60 ) - 21,75 psf x 0.18 ) _ -15.0 psf P = ( 21,75 Psf x 0.85 x -0.60 ) - 21,75 Psf x -0.18 ) _ -7.2 psf Overhang Pressure p = gGCpwmm.,aow + gGCw*.de ,dg P = ( 21.75 Psf x 0.85 x 0.80 ) - ( 21,75 psf x 0.85 x -0.21 = 1U.0 Dsf PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion St\urM�cJOB AP-A16854Garage DAVID E.LLINOSLEYmCALCULATED SHEET NO. 13C OF 44 (("N0. BY DB DATE 9/25/2018 CIVILNCHECKED 47769 BY DATE Overhang Pressure P = gGCpWndward=f + gGCpwhdm dwal P = ( 21.75 Psf x 0.85 x 0.80 )-( 21,75 psf x 0.85 x -1.01 33.4 Dsf PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion L Yu'f+T Roof Pitch = i 7 12;# Roof Height = ?1'8783:ft Roof Span = 13 ft, 3 Sec Gust Wind Speed, V =;; 140r?mph Wind Exposure = C' Wind Exposure Adjustment Factor 0. .Nrt%�•� Max Wall Height 94ft Wind Imp. Factor, I End Zone Length 6.60 It Building Length, L 2d :ft Floor/Ceiling Depth= 1 *`ft Mean Roof Height h 15 :ft Building Width, B Load Case Factor LC ,,.r�,:. 0 6 q, 21.75, psf G = 0 85 for rigid structures p = gGCp - q;(GCpp) MWFRS - Wind Parallel to Ridge Walls Windward P = ( 21.75 Psf x 0.85 x 0.8 ) - 21,75 psf x 0.18 ) = 10.9 psf P=( 21.75 Psf x 0.85 x 0.8 )- 21,75 psf x -0.18 ) = 18.7 psf Leeward P = ( 21.75 Psf x 0.85 x -0.5 ) - 21.75 Psf x 0.18 ) _ -13.2 psf P = ( 21.75 psf x 0.85 x -0.5 ) - 21,75 psf x -0.18 ) _ -5.3 psf Roof - Windward- - - - - - - P = ( 21.75 psf x 0.85 x -1.01 ) - 21,75 psf x 0.18 ) _ -22.6 psf P=( 21.75 psf x 0.85 x -1.01 )- 41,75 psf x -0.18 ) _ -14.7 psf Leeward P = ( 21.75 Psf x 0.85 x -1.01 ) - 21.75 Psf x 0.18 ) _ -22.6 psf P = ( 21.75 Psf x 0.85 x -1.01 ) - 21.75 Psf x -0.18 ) _ -14.7 psf Overhang Pressure P = gGCpWndward=f + gGCpwhdm dwal P = ( 21.75 Psf x 0.85 x 0.80 )-( 21,75 psf x 0.85 x -1.01 33.4 Dsf PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion DAVID E. CIVIL No.47769 Shear Connections - C&C Roof Pitch = } 7 12 3 Sec Gust Wind Speed, V Wind Exposure Max Wall Height ` 9'; 'rft End Zone Length r, 6A0 ft Floor/Ceiling Depth= '.%' 0 qz = 0.00256KzKztKdV2 I LC K== 0.85 Ka = w 1 k±{ JOB AP -All 6854 Garage SHEET NO. 13D OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKED BY Roof Height = F 8 583 ft urn i« iki un....,_« 140j r mph DATE Roof Span= r'1P ft, Wind Imp. Factor, - Walls- -- Building Length, L 24' ft Mean Roof Height, h 15 z', ft Building Width, B = 26 J ft Load Case Factor, LC f Per Table 30.3-1 from 7-10 and per table 6-3 from 7-05. (For 7-05 use highest value from case 1 and case 2. ) Ka Per Table 26.6-1 from 7-10 and per table 6-4 from 7-05. TT.^m q:= 2175'psf p = gGCp - q;(GCpp) G = om for rigid structures PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion --- - Walls- -- - - - -- - - Per Figure 30.6-17-10 and per Figure 6-17 7-05 C µ,- = 100: Zone 4 Positive _ - - - - - - - - Cp4 = 1.i0 ;, Zone 4 Negative Cps, = 1.00 > Zone 5 Positive Cps__ 1,39 Zone 5 Negative Roof Per Figure 30.4-2A,B&C 7.10 and per Figure 6-1 1B,C&D 7-05 Co„ _$7 i ; Zone 1 Positive Cp11h 0.137'.` Zone 1 OH Positive Co. = r 0 94 Zone 1 Negative Cplo� 0 94'a Zone 1 OH Negative CpZ. _ ' 0 87 t( Zone 2 Positive Cpzoh. _ ;; 0.87-,"' Zone 2 OH Positive CPZ_ _ •1 14I'' Zone 2 Negative CpgoM =1.94 ' Zone 2 OH Negative Cps« = 0.87 Zone 3 Positive Cp3oh, = 0.87` Zone 3 OH Positive Cp3- = 1.14 . Zone 3 Negative Cp3ah. _ .-1.94:. Zone 3 OH Negative GCp = 0.18 -0.18 DAVID E. LLINGSLE CIVIL No. 47769 Roof Pitch 3 Sec Gust Wind Speed, V = Wind Exposure Max Wall Height= 9' ft End Zone Length 6.00 ft Floor/Ceiling Depth = 1=' qz = a 21.75;; psf p = gGCp - q (GCp) Walls Zone 4 JOB AP -A16854 Garage SHEET NO. 13E OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKED BY DATE Roof Height= 8 583; ft Wind Imp. Factor, I Building Length, L =s it Mean Roof Height, h k,' 1 Building Width, B = `� Load Case Factor, LC G =0 85 for rigid P = ( 21.75 Psf x 0.85 x 1.00 ) - 21.75 Psf x P = ( 21.75 Psf x 0.85 x 1.00 ) - 21,75 psf x P = ( 21.75 psf x 0.85 x -1.10 ) - 21.75 psf x P = ( 21.75 Psf x 0.85 x -1.10 ) - 21.75 Psf x Zone 5 13=( 21.75 psf x 0.85 x 1.00 ) - 21,75 psf x P = ( 21.75 psf x 0.85 x 1.00 ) - 21,75 psf x P = ( 21.75 Psf x 0.85 x -1.39 ) - 21.75 Psf x -P = ( 21.75 Psf x 0.85 x -1.39 ) - 21.75 Psf x Roof - - - Zone 1 P = ( 21.75 psf x 0.85 x 0.87 ) - 21,75 psf x P = ( 21.75 psf x 0.85 x 0.87 ) - 21,75 psf x P = ( 21.75 psf x 0.85 x -0.94 ) - 21.75 psf x P = ( 21,75 psf x 0.85 x -0.94 ) - 21,75 psf x Zone 2 P = ( 21.75 Psf x 0.85 x 0.87 ) - 21,75 psf x P = ( 21.75 Psf x 0.85 x 0.87 ) - 21.75 Psf x 13=( 21.75 Psf x 0.85 x -1.14 ) - 21.75 Psf x P = ( 21.75 Psf x 0.85 x -1.14 ) - 21.75 Psf x Zone 3 P = ( 21.75 Psf x 0.85 x 0.87 ) - 21,75 psf x P = ( 21.75 psf x 0.85 x 0.87 ) - 21,75 psf x P = ( 21.75 Psf x 0.85 x -1.14 ) - 21.75 Psf x P = ( 21.75 psf x 0.85 x -1.14 ) - 21.75 psf x Roof Span= ffi13 ft 9..1.:.a.rn. 0.18 ) PFS Corporation psf Northeast Region = 22.3 APPROVED S` ft John Baker 'n ft 10/22/2018 _ -16.3 Approval limited to -0.18 ) Factory Built Portion 0.18 ) = 14.5 psf -0.18 ) = 22.3 psf 0.18 ) _ -24.2 psf -0.18 ) _ -16.3 psf 0.18 ) = 14.5 psf -0.18 ) -0.18 ) = 22.3 psf _ -21.2 0.18 ) = -29.6 psf psf -0.18 ) = -21.8 psf 0.18 ) = 12.1 psf -0.18 ) = 20.0 psf 0.18 ) _ -21.2 psf -0.18 ) _ -13.4 psf 0.18 ) = 12.1 psf -0.18 ) = 20.0 psf 0.18 ) = -24.9 psf -0.18 ) = -17.1 psf 0.18 ) = 12.1 psf -0.18 ) = 20.0 psf 0.18 ) _ -24.9 psf -0.18 ) _ -17.1 Dsf Shear Connections - C&C Roof Pitch = ";4` 12;l'e 3 Sec Gust Wind Speed, V „..0 Wind Exposure = � � C Max Wall Height f End Zone Length = y; 6.00 f Floor/Ceiling Depth q: psf p = gGCP - q;(GCp) -Roof OH- -- AP -A16854 Garage Zone 1 OH 13F OF 44 P = ( 21.75 Psf x P = ( 21.75 Psf x P = ( 21.75 Psf x P = ( 21.75 Psf x Zone 2 OH psf x P = ( 21.75 Psf x P = ( 21.75 Psf x P = ( 21.75 Psf x P = ( 21.75 Psf x Zone 3 OH 0.85 P = ( 21.75 Psf x P = ( 21.75 Psf x P = ( 21.75 Psf x P = ( 21.75 psf x JOB AP -A16854 Garage SHEET NO, 13F OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKEDBY DATE Roof Height = fk8.F 583 ft :140!'= mph Roof Span= , 3 ft, Wind Imp. Factor, Building Length, L,.24 + ft Mean Roof Height, h ? 15," ft Building Width, B = 26:1 ft Load Case Factor, LC G= 0.8 , " _5 for rigid structures DAVID E. LLINGSLE CIVIL No.47769 09/26/18 PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion 0.85 x 0.87 ) - 21.75 Psf x 0.18 ) = 12.1 psf 0.85 x 0.87 )- 21.75 psf x -0.18 ) = 20.0 psf 0.85 x -0.94 )- P1.75 psf x 0.18 ) = -21.2 psf 0.85 x -0.94 )- 21,75 psf x -0.18 ) = -13.4 psf 0.85 x 0.87 ) - 21.75 Psf x 0.18 ) = 12.1 psf 0.85 x 0.87 )- 21,75 psf x -0.18 ) = 20.0 psf 0.85 x -1.94 )- 21,75 psf x 0.18 ) = -39.7 psf 0.85 x -1.94 )- 21,75 psf x -0.18 ) = -31.9 psf 0.85 x 0.87 ) - 21.75 Psf x 0.18 ) = 12.1 psf 0.85 x 0.87 )- 21,75 psf x -0.18 ) = 20.0 psf 0.85 x -1.94 ) - 21.75 Psf x 0.18 ) = -39.7 psf 0.85 x -1.94 )- 21,75 psf x -0.18 ) = -31.9 psf JOB AP -A16854 Garage SHEET NO. 14 OF 44 CALCULATED BY DB DATE 9/25/2015 CHECKED BY Shear Connections - Wind (cont'd) Reference Sheet 13 for wroof 8 wfloor calculations Total Shear Capacity Requirements Wind Perpendicular to Ridge w,,,r x" 237 "r If wr,, 240 pit L V,.a=w„axL '.5 88=s1b Vr,, = wr,, x L = ` 576C3, lb Shear Tranfer Connection Capacity Requirements vroof = Vroof / 2 / B '109 + plf vfloorl = Vroof + Vfloort / 2 / B 220 k pit 4, Y 1P j 'N k DAVID E. No.47769 09/26/18 DATE Wind Parallel to Ridge w,,,r =' :205 f; pit wfl,, ?'i 240. pit B V,,,r = Wro r x B = 5329'' Ib Vr,,, = wf,,, x B = 6249 Ib vroof = Vroof / 2 / L s 111 r pit vfloorl = Vroof + Vfloor / 2 / L . 226 I pit PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion JOB AP -A16854 Garage SHEETNO. 15 OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKED BY DATE Shear Connections - Seismic (cont'd) Total Shear Capacity Requirements - Seismic Seismic Design Category Weights: Factors: Wroof= `�98d f I b R m 6 5`t Table 12.14-1 Wswall = 2880 Ib F. 1,4 } Section 12.14.8.1 Wewall = 3120 'Ib F =�, ,; 1 F• Section 12.14.8.1 W able= grh a 1560"lb S os 032 Secction11.4.1 Wfloor= e6240.''lb I ADO a; Seismic Importance Factor W� = t23784', Ib P77 Seismic Base Shear. V: Section 12.14.8.1 No. 47769 V= F xSOS x W x I 1171 Ib O� 9Fcrs7f. NAL Vertical Distribution. Fx: Section 12.14.8.2 �— F„ = w, x V Way Fx.roof = 492` ' Ib Fx.floorl s. t.R n Diaphragm Unit Shear Capacity Requirements B 2� ra. La"fin. F ,.r31 Perpendicular to Ridge vroof = Fx.roof / 2 / B = • 9 ; !'; plf 1st floor down from roof vfloorl = Fx.floorl / 2 / B = 23 -�' plf Floor Diaphragm Load = . 1171- � Ib PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion Wind Parallel to vroof = Fx.roof / 2 / L = 10,plf vfloort = Fx.floorl / 2 / L = . 24_ plf JOB AP -A16854 Garage SHEET NO. 16 OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKED BY Shear Connections (cont'd) Reference Sheet 14 & 15 for Vroof calculations Sheanvall Unit Shear Capacity Requirements DATE Shear Perpendicular to Ridge 1st Story Shear Wall Wall Length Available for Full Height Sheathing Bline 17'1160 --ft. %line 1 45 '. Bline_2i.754 ft. %line 2 88 -F Shearwall Unit Shear Capacity Vwall line—I= Vroof 12 Bline 1 �.. r rycx;� aem Vwall line 1 0 _ 0 } 0 f}5688 Ib /(2x 1] 60`�ft.) Vwallline _1= 245 plf � ndContffi Vwall line -2 = Vroof / 2 Bline_2 Vwall line_2 ' a 0 0 JA':5688 A Ib / (2 x 22 75 i; ftJ Vwall line_2 125 ;plfWirid CortrDl L_ . Shear Parallel to Ridge 1 st Story Shear Wall Wall Length Available for Full Height Sheathing Llme A'`1375?ft. %line_< , 57 LIine_B 1 2' S0 =ft. %line E 10 Sheanvall Unit Shear Capacity Vwall line_A = Vroof / 2 Bline-A— – Vwallfine _A= 01' 0 25329 lb /(2x 7375° ft.) Vwall line A= 1941 �plf Wlnd Controfs , Vwall line–B = Vroof / 2 Bline B w Vwall line_B 0' 0 O;a 2529 1b /(2x Vwall line_B 506 pit 1N nd C'o'ritr- 'y DAVID E.. No. 47769 09/26/18 PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion JOB AP -A16854 Garage SHEET NO, 17 OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKED BY Shear Connections (contd) DATE Region APPROVED John Baker ,10/22/2018 pproval limited to ct6iy Built Portion Shear Capacity of 1 st Story Perforated Shearwall Assembly Percent Full Height Sheathing Wind Perpendicular to Ridge %line 1 45' %line -2, 88 Wind Parallel to Ridge %Iine� �57 %line—E 0 0 use Segmented Shearwall Cibslgn'�r� Maximum Unrestrained Opening Height 1st Story Wall Height - Wind Perpendicular to Ridge Wind Parallel to Ridge Hline 1 0 in. Hline_A 0 in Hline 2- 84 in. Hline B 84' -in. Perforated Shearwall Capacity Adjustment Factor Wind Perpendicular to Ridge Wind Parallel to Ridge Fline-1: 1.00 Fline—A.1.00 Fline 2 0.86 Fline B NIA CIVIL 776 Isive 09/26/18 NA Region APPROVED John Baker ,10/22/2018 pproval limited to ct6iy Built Portion Shear Capacity of 1 st Story Perforated Shearwall Assembly Percent Full Height Sheathing Wind Perpendicular to Ridge %line 1 45' %line -2, 88 Wind Parallel to Ridge %Iine� �57 %line—E 0 0 use Segmented Shearwall Cibslgn'�r� Maximum Unrestrained Opening Height 1st Story Wall Height - Wind Perpendicular to Ridge Wind Parallel to Ridge Hline 1 0 in. Hline_A 0 in Hline 2- 84 in. Hline B 84' -in. Perforated Shearwall Capacity Adjustment Factor Wind Perpendicular to Ridge Wind Parallel to Ridge Fline-1: 1.00 Fline—A.1.00 Fline 2 0.86 Fline B NIA PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion JOB _ AP -A16854 Garage SHEET NO. 18 OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKED BY DATE Shearwall Design Note: Gable wall studs at roof level must be same, size, species and grade as wall below. They must also be sheathed and fastened the same as wall below. Shear Capacity of Segmented Shearwall Assembly Framing Species Specific Gravity G = 0,42 1st StoryWall -line 1 SEGMENTED 7/16" OSB w/ 0.131 "x2.5" nails @ 6" o.c. panel edge & 12" o.c. field nailing (exterior) Tabulated Value = 239 pif v, =1.40 (Tab. Value) _ 334''plf Ya = 0 pif Shear Capacity of Shearwall Assembly r-xpy v, = 334 plf + b r pif = 34 k,plf > .' .245 plf 1st Story Wall - line _2 PERFORATED 7/16" OSB w/ 0.131 "x2.5" nails @ 6" o.c. panel edge & 12" o.c. field nailing (exterior) Tabulated Value = 239 pif v, = 1.40 (Tab. Value) = 334Y pif Vs 0 pif Shear Capacity of Shearwall Assembly V, = 33d j pif + pif = X334 pif > ?pif 1st Story Wall - line_A SEGMENTED - - 7/16" OSB w/ 0.131 "x2.5" nails ed e & 12" o.c. field nailing @ 6" o.c. panel g g (exterior)_ Tabulated Value = 239 pif v, = 1.40 (Tab. Value) _ „ 334 pif SOK 'OIC t , vs = 0 plf Shear Capacity of Shearwall Assembly V, = 2 334 s, If + 0 , .; pif = z 334 x Plf > r �'19,4� ; OfPK 1st Story Wali - line_B SEGMENTED 7/16' OSB w/ 0.131"x2.5" nails @ 3" o.c. panel edge & 12" o.c. field nailing (exterior) Tabulated Value = 450 pif 4- v, = 1.40 (Tab. Value) = 630 ` pif E. yc ;LEY Ys = 0 plf 89 " Shear Capacity of Shearwall Assembly Pio �� 09/26/18 v, = 630 pif + 0 pif = 630pif > 506 pif OK Portal Framing -Wall Line B JOB AP -A16854 Garage SHEET NO. 18A OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKEDBY DATE SCALE 0.42 APA Form No. TT -100B Minimum Wall Segment Length - 21 in Number of Segments Required - ". '2 `,:� Table 1 Footnote (c) Wall Height- 9 ft Allowable Design Value - 1140 lbs Specific Gravity of Framing - 0.42 Specific Gravity Adjustment Factor } 0.92Table 1 Footnote (a) Wind Adjustment Factor Table 1 Footnote (e) Adjusted Allowable Design Value - Shear Capacity Requirement - V,,a= 2800 lbs v,,,r = V,,,r / # wall segments ,'1400 lbs per segment 1400:Ibs load < 1468 ,-Ib capacity OK . DAVID E. CIVIL No.47769 09/26/18 PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion JOB AP -A16854 Garage SHEET NO. 19 OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKED BY DATE Diaphragm Chords Check Tensile Strength of Top Plate to Transfer Chord Force - Tensile strength controls vs. compressive SPF Sample Calculation Nominal Tensile Stress FL;250: psi ANSI / AF&PA NDS Table 4A/4F Load Duration Factor CD= '1.6..1 ANSI / AF&PA NDS Table 2.3.2 Size Factor CF = 1,5 ANSI / AF&PA NDS Table 4A/4F Allowable Tensile Stress F, = F, CD CF j 600 psi ANSI / AF&PA NDS Table 4.3.1 Net Area of Stud A - 82 Allowable Tensile Load Double 2x4 - With Splices Pi = Ft A = 3150;( Ib Double 2x4 - No Splices 6300,; Ib Double 2x6 - With Splices P,= F, A = i 4290 -'Ab Double 2x6 - No Splices 8580 ' Ib Double 2x10 - With Splices Pt= Ft A = 5550 ,j Ib Double 2x10 - No Splices # i t 1001 ib Z � » �- "; A Ib 0.131" x 3.0" Nails Minimum splice lap where splices are allowed = 4 ft 1 st Floor Endwalls T " 26441 Ib Double 2x6 Top Plate - No Splices Sidewalls 1 Yu: T= r.�466lb Double 2x6 Top Plate - With Splices & Stagger 2 rows of 0.131"x 3.0" Nails @ N . 9 " in D.C. DAVID E. CIVIL No.47769 PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion JOB AP -A16854 Garage SHEET NO. CALCULATED BY 20 DB OF DATE 44 9/25/2018 CHECKED BY Shearwall Design (cont'd) Shear Capacity of Perforated Shearwall Assembly DATE 1stStory Wall 1st Story Wall Height- Shear Perpendicular to Ridge ;y r x. Tt r+eq rt k'YtN33j'? 7+m a rsmn rir^y �.9 pline 1- 4 'plf x 1.00 33d plf'>�p245r pig bid vline_2 334 plf X 0,86 e> 287 ' plfy 4? rt 125 r n plf OK Shear Parallel to Ridge vine A 334 ' plf x 1.00 334 plf , > 194 plf OK Must Use Segmented Shearwall Design. vpne g 630 NG Note: Perforated Capacity limited to 490plf for Seismic and 686plf for wind DAVID E. CIVIL No.47769 09/26/18 PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion JOB AP -A16854 Garage T=�,4'245'�', plf x 1 06lb + SHEET NO, 21 OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKEDBY DATE Reference Page 22 for Stud Capacity Example Calculation. Overturning Connections Check Capacity of Dead Loads to Resist Overturning Loads hoc DAVID E ryN Length of side (1-1)(house width) 26 ft. o, 477690 Length of side (1-2)(house length) 24 9/26/18 Dead Load Resistance to Overturning - line -1 & line—2 Dead Load = 65 pH Dead Load* (Length to Overturning @ Pivot Point/ 2 )845«sem,'tibs-0.60= 507 ' jl �';,1501�4-0.60= 0 Return Wall Dead Load = , L L. Load Resistance to Overturning - line—A & line—B Dead Load = 150 plf Dead Load (Length to Overturning @ Pivot Point/ 2)1800's lbs * 0.60 1080` Return Wall Dead Load 0.60 = a 0 Required Holddown Capacity T=vxh Segemented T = v x h/Co Perforated 1st Story Module to Foundation- line 1 .:..:bEGMLNTEb 'Wind Controls j; - T=�,4'245'�', plf x 1 06lb + . .... ..... Ib DL,�,,, 2 Connector' Simpson Strong-TieSTHD14RJ Fastener.,'w/ 112 in min concrete cover and (30) 16d sinkers, locate 1.5in from comer -Allowable Load 5345 lb — 1st Story Modulo to Foundation - line 2 '7 OtkFoAXTEb Wind Controls 5; plf x 9,0 "ft I y o.86 1 8... I b + T= _12 , P: 50 lb 7,,,,Ibs DL lb " Connecior:+ Simpson Strong -Tie STHD14RJ Fasteher.*;'w/ 1/2 in min concrete cover and (30) 16d sinkers, locate 1.5in from comer Allowable Load 5345 lb 1 st Story Module to Foundation - line A 1. SEGMENTED I Wind Controls 1 T x .9. Oft. MiW; lb + ,� plf b 0 e `lbs D L, 1444 lb Conne&r Simpson strong -Tie STHD14RJ Fastener: w/ 1/2 in min concrete cover and (30) 16d sinkers, locate - 11 1.5in from comer Allowable Load 5345 lb SEGMENTED Story Module to Foundation - line -13 Wind Controls — 6, 90 ,J ft. - 4553' Ib T=' �O plf x 531' lb + lb 0 ,,�,Jb I s L= Connector Simpson Strong -Tie STHD14RJ Fastener. -w/ 112 In min concrete cover and (30) 16d sinkers, locate 1.5in from comer Allowable Load 5345 lb JOB AP -A16854 Garage SHEET NO. 22 OF 44 CALCULATED BY DB DATE 9125/2018 CHECKED BY Overturning Connections (contd) Check Tensile Strength of Studs to Transfer Overturning Loads - Nominal Tensile Stress Ft V'F­6610r) psi Load Duration Factor 7 ,,, - CD 1.6z';; Size Factor CF 1.0 Allowable Tensile Stress Fj' = Ft Co C -F= psi Net Area of Studs A 8.25,41 in 2 Allowable Tensile Load P,' = F,' A =3300' R99JIb Built up Column Fastening Requirement DATE 09/26/1 � ANSI 1AF&PA NDS Table 4A ANSI / AF&PA NDS Table 2.3.2 ANSI / AF&PA NDS Table 4B ANSI / WA NUJ iaD1e4.J.1 PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion Assume Typical Connection made with 0.131"x 3.0* Nails I I- - - — - ,!"", Specific Gravity of Member- Stud Height ,ft G — --- I 10 42 14 = Thickness of Member is = 1.50 In. Lateral Capacity Z= lbs Load Duration Factor CD Allowable Lateral Capacity Z! = Z CD= 131,E 131 ANSI I AF&PA NDS Table 11 N ANSI / AF&PA NDS Table 2.3.2 ANSI / AF&PA NDS Table 10.3.1 Required Spacing for two rows staggered = (Capacity x #of rows) (Stud Cap. Stud Height) x (ft to in conversion) lij,31, lb x 3300 lb 9It ) x in I ft In D.C. JOB AP -A16854 Garage SHEET NO. 23 OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKED BY Slldinq Connections Roof Pitch f':`7 12 „# Wall Height 9 p ft, 3 Sec Gust Wind Speed f 140mph ro 7.r Wind Exposure = V Load from wind on Wall Wall Horizontal Pressure = Wind Load = Wind Load = DATE Roof member spacing 24.04':psi See page 13 Wall Press x (Wall Height / 2) ;j 082;1. plf 16r in o.c. PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion Load required to be transferred to sidewall diaphragm chord •n Load to in sidewall diaphragm chord= .,'2665" Ib See pages 14 & 15 F,r . 4 Length of Unit = ... 24;,^1 ft. Load along sidewall in diaphragm chord = sidewall diaphragm chord load / length of unit Load alongsidewall In diaphragm chord = 111 ;ip1f Req. Roof to Wall Load = Max(wind bad, diaphragm chord load) x roof mem. Req. Roof to Wall Load = " s r lb y. Roof to Wall Plate Connection Assume Typical Connection made with 0.131"x 3" toenails u, CIVIL H Specific Gravity of Member Nd. 47769 r-, G , 0 42 <r (� fio18'r �a 09/26/18 G Thickness of Member At — - - n. 4- 150 In.- Lateral Lateral Capacity of Nails Z = 82. lbs ANSI / AF&PA NDS Table 11N Load Duration Factor CD - 1.6 ANSI / AF&PA NDS Table 2.3.2 Toe Nail Factor Cm ANSI/ AF&PA NDS 11.5.4.2 Allowable Lateral Capacity of Nails Z' = Z CD C l = V"'109 ,'l Ib ANSI / AF&PA NDS Table 10.3.1 Required Roof to Wall Plate Connection Req'd Nail Nails Load Capacity Req'd 148 Ib 109,' lb cap 2 :'per framing member Sliding Connections Assume Typical Connection made with Specific Gravity of Member G = 0.42 Thickness of Member I. = 1.50 in. Lateral Capacity Z= 'sff.82.0 lbs Load Duration Factor CD +16 End -Grain Nail Factor CM 0 67' Allowable Lateral Capacity ., Z'=ZCoCg= �==�87:9Ib Top Plate to Studs & Bottom Plate to Studs JOB AP -A16854 Garage SHEET NO. 23A OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKED BY _ DATE 0.131" x 3.0" Nails in End ANSI / AF&PA NDS PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion ANSI / AF&PA NDS Table 2.3.2 ANSI / AF&PA NDS 11.5.4.2 ANSI / AF&PA NDS Table 10.3.1 Req'd Nail Nails Load Capacity Req'd 944, Ib 8$",'Ib LLIb cap 2 per framing member Bottom Plate to Floor Assume Typical Connection made with 0.131" x 3.0" Nails Allowable Lateral Capacity of Nails Z = Z CD =82 Ib x 1.6 131 Ib Req'd Stud Req'd As! Load Spacing Load yea!'' moo`' DAVID E. sa z BILLINGSLEY m 144; Ib / ';K 1B,>-' inoc X08 'ptf 0 CIVIL y No.47769 Nail Req'd Req'd (� �� 9sorsTEP�o� 09/26/18 Capacity / Load = Spacing Imo\ NAL 131 Ib cap 108 pif 14. „ in o.c. JOB AP -A16854 Garage SHEET NO. 23B OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKED BY DATE Sliding Connections Truss Bottom Chord or Ceiling Joist to Endwall Top Plate Assume Typical Connection made with 0.131"k 3.0" Nails toed Allowable Lateral Capacity of Nails Z' = Z CD Ctn' 82 Ib x 1.6 x 0.83 = 109 ``. Ib Req'd Building Width Req'd Load Spacing = Load "2844 Ib / 26,+ ft 109';plf Nail Req'd Req'd Capacity / Load = Spacing 1c1)9 Ib cap 1t�9 pif 8 in D.C. , DAVID E. LLINGSLE CIVIL, No.47769 09/26/18 PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion JOB AP -A16854 Garage SHEET NO. 24 OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKEDBY DATE Sliding Connections (cont'd) Alternate Roof to Wall Plate Connection Connector Simpson Strong- ,l Fastener. (9) 0.148 k 1/2 nails in truss and (9) 0]148", x 1 172' nails In plate Allowable Load = "r; 28� .tIb for SPF Req'd Lateral Req'd Provided Load Spacing Spacing 1108` plf Y32in. q'171 6in. tNOFA14,pc -- PFS Corporation DAVID E, yc Northeast Region BILLIN(4SLEY CIV � IL y APPROVED - No.47769 John Baker 09/26/18 10/22/2018 NAL Approval limited to L J Factory Built Portion JOB AP -A16854 Garage SHEET NO. 25 OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKED BY DATE Sliding Connections (cont'd) Design 1 st Story Module to Silt Plate Connection Assume Typical Connection made with 0.131" x3" toenails.' Specific Gravity of Member xw G = `2'0.4. 0:42 •� Thickness of Member in. Nominal Lateral Capacity of Nails in Single Shear Z 82, "=a Ib Load Duration Factor CD Its J Toe -Nail Factor Cb 0,83_^ Allowable Lateral Capacity of Nails in Single Shear Z' = Z CD Cin _ 109 Ib 1 st Story to Sill Plate Connection - fine—B DAVID E. CIVIL ).47769 09/26/18 ANSI / AF&PA NDS Table 11 N ANSI / AF&PA NDS Table 2.3.2 ANSI / AF&PA NDS 11.5.4 ANSI / AF&PA NDS Table 10.3.1 v = Vfloorl 397 ° plf Ref. Sheet ' 14 & 15 Connection: 0 131" x W toenails. @ 3 i" D.C. 1 st Story to Sill Plate Connection - line -1, 2 & A V = Vfloorl plf Ref. Sheet Connection: 0.131 x 3 toenails PFS Corporation Northeast Region' APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion Sliding Connections Cont'd JOB _ AP -A16854 Garage SHEET NO, 26 OF 44 CALCULATED BY DB DATE 9/25/2016 CHECKED BY DATE k Northea§t Region tHOF APPROVED DAVID E. sa BILLINGSLEY John Baker CIVIL, " "'' "" ",10/22/2018 N 09/26/18 Approval limited to /STEPS Factory Built Portion y(� NAL' Allowable Load ; 575 .Ib Design Alternate 1st Story to Sill Plate Connection 1st Story to Sill Plate Connection - line I& linev = Woorl '',73b7 pif Connector. Simpsontrong-Tie LTP4 _2 I Fastener. (12) 0.1311n x 1 1/tin naLls Allowable Load ; 575 .Ib Req'd Sliding Req'd Load Spacing p if 1 st Story to Sill Plate Connection - line_A & line_B v = Woorl ,. `229„'i; pit Connector: Simpson 'Strong -Tie LTP4 Fastener: (12)0.131!n x 1 1/2in nails Allowable Load = 575 Ib Req'd Sliding Req'd Load Spacing 229 pif 30 in. JOB _ AP -A16854 Garage SHEET NO. 27 OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKED BY DATE Check Compression Perpendicular to the Grain 14in thick mini washer required a lkl Uniform Uplift Load - Max of uplift bad at foundation from roof and uplift bad from perforated shearwall if applicable. Uniform Uplift Load = Max of tr 0 ;', plf See page 4 and 0 r .i plf See page 18 Uniform Uplift Load = Q plf Concentrated Uplift Load = Uniform Uplift Load x Anchor Bolt Spacing Concentrated Uplift Load6-Sipif x f"N2s• D.C. Concentrated Uplift Load 0' to Allowable Compression Stress Perpendicular to the Grain FoL _ ;! 565'. psi ANSI /AF&PA NDS Table 4B Try '2 " square washer w/ -112 "Anchor Bolt (Assume 1/16" oversized hole) Area of Washer A.�,e = 22 -((Tr / 4) (0.5 + 1/16r2) = 3 3/4 in Allowable Compression Load Perpendicular to the Grain PoL = Fol A.ahw= 565 psi x 3.751; in = 2120 Ib CSI Uplift => CSI = Load at anchor bolt / P�i,,, = 0` Ib / 2120 Ib = 0.001. Total CSI = CSI shear+ CSI uplift = 0.71 + 0.00 = 0.71 OK ip. f n3'. yn :rY+ PT?bYxry. a`VCt'TN Anchor Bolt Spaang OK Sliding Connections (cont dl _. � ,. , 4 Sill Plate to Foundation Connection - line_t Connection: 77"2"1"dia. Anchor Bolts @ 42 " o.c. Design Sill Plate to Foundation Connection '8; �•�„ ,� � �� � � t I. S Corporation Assume q '5112 dia. Anchor Bolts. Anchor Bolts shall be provided within 12" of the ends theast Region of each sill plate section, but no closer than 4" from the ends. Minimum 2 bolts per sill section. APPROVED John Baker Specific Gravity of Sill Plate G = 0:55 10/22/2018 Thickness of Sill Plate �, is = 1 50 ain. Nominal Lateral Capacity for Bolt in Single Shear Parallel to the Grain 1proval limited to Gory Built Portion ANSI /AF&PA NDS Table 11E Z - 680'' n - Ib Load Duration Factor ANSI / AF&PA NDS Table 2.3.2 CD= 1 6 SN OF �4 Allowable Lateral Capacity for Bolt in Single Shear Parallel to the Grain DAVID E. so BILLING SLEY - ANSI ! AF&PA NDS Table 10.3.1 Z' = Zn CD =1$ Ib CIVIL y No. 47769 9FgrsTEP GSR` 09/26/18 Vfloorl 220aplf F Ref. Sheet -,114'&15 15 z4 NAL ` Load at anchor bolt = Vfloorl x Anchor Bolt Spacing Load at anchor bolt = 22p plf x 42 " o.c. � 771,E Ib CSI = Load at anchor bolt / Z' CSI Shear => CSI 777 Ib / 1 1088 Ib 0.71-,Q Check Compression Perpendicular to the Grain 14in thick mini washer required a lkl Uniform Uplift Load - Max of uplift bad at foundation from roof and uplift bad from perforated shearwall if applicable. Uniform Uplift Load = Max of tr 0 ;', plf See page 4 and 0 r .i plf See page 18 Uniform Uplift Load = Q plf Concentrated Uplift Load = Uniform Uplift Load x Anchor Bolt Spacing Concentrated Uplift Load6-Sipif x f"N2s• D.C. Concentrated Uplift Load 0' to Allowable Compression Stress Perpendicular to the Grain FoL _ ;! 565'. psi ANSI /AF&PA NDS Table 4B Try '2 " square washer w/ -112 "Anchor Bolt (Assume 1/16" oversized hole) Area of Washer A.�,e = 22 -((Tr / 4) (0.5 + 1/16r2) = 3 3/4 in Allowable Compression Load Perpendicular to the Grain PoL = Fol A.ahw= 565 psi x 3.751; in = 2120 Ib CSI Uplift => CSI = Load at anchor bolt / P�i,,, = 0` Ib / 2120 Ib = 0.001. Total CSI = CSI shear+ CSI uplift = 0.71 + 0.00 = 0.71 OK JOB AP -A16854 Garage SHEET NO. 27A OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKED BY DATE J ; � Anchor BoltSpacing OK v Sliding Connections fcont'd► Sill Plate to Foundation Connection - line 2 Connection ; i,1/2i dia. Anchor Bolts @ 42 : " D.C. .rn *.w"arnxe: Design Sill Plate to Foundation Connection Corporation Assume ! 1/2 "dia. Anchor Bolts. Anchor Bolts shall be provided within 12" of the ends least Region of each sill plate section, but no closer than 4" from the ends. Minimum 2 bolts per sill section. John Baker Specific Gravity of Sill Plate G = 0.55 10/22/2018 Thickness of Sill Plate 4 = 1.50 proval limited to Nominal Lateral Capacity for Bolt in Single Shear Parallel to the Grain tory Built Portion ANSI / AF&PA NDS Table 11E ZIf = 680 Ib Load Duration Factor SHOP / AF&PA NDS Table 2.3.2 CD = 1 6 `HANSI d DAVId Allowable Lateral Capacity for Bolt in Single Shear Parallel to the Grain D E. BILLINGSLEY m ANSI/ AF&PA NDS Table 10.3.1 Z' = Zf CD = 1088'lb CIVIL. y . No. 47769 b 1 9F�18'r- ° t>� ,09/26/18 Vfloorl 220 :� plf ». � Ref. Sheet N*L J\ Load at anchor bolt = Vfloorl x Anchor Bolt Spacing Load at anchor bolt = ` 220`= plf x " o.c. 771,r db CSI = Load at anchor bolt / Z CSI Shear => CSI= "'i 77i" Ib / 108V Ib Check Compression Perpendicular to the Grain 178in thick min washer rEqutred Uniform Uplift Load = Max of uplift bad at foundation from roof and uplift bad from perforated sheanwall if applicable. Uniform Uplift Load = Max of 0 p Seepage p plf Seepage and 125,.` If See a e 18 Uniform Uplift Load = 125;, plf Concentrated Uplift Load = Uniform Uplift Load x Anchor Bolt Spacing Concentrated Uplift Load= plf x r�<42pp" D.C. Concentrated Uplift Load= ` 438" lb Allowable Compression Stress Perpendicular to the Grain FAL = -%565 psi ANSI / AF&PA NDS Table 413 Try 2 " square washer w/ 1/2 "Anchor Bolt (Assume 1/16" oversized hole) Area of Washer Awsher = 2 2 -((Tr/4)(0.5+1/16)A2)= 3 3/4''. Int Allowable Compression Load Perpendicular to the Grain P.L =F,L A�,ef= 565 psi x 3.751'1 inz = ;.2120 Ib CSI Uplift => CSI = Load at anchor bolt / PCWP = 438 Ib / "2120 , Ib = 0.21: Total CSI = CSI shear+ CSI uplift = 0.71 + 0.21 = 0.92 OK JOB AP -A16854 Garage SHEET NO. 27B OF 44 CALCULATED BY DB DATE 9/25/2016 CHECKED BY DATE ,r tt; ,� Anchch or bolt Spacing CK a Z'r �x Sliding Connections (cont'd) Sill Plate to Foundation Connection - line_A Connection. 1'7i/2 , •dia. Anchor Bolts @ 36 D.C. Design Sill Plate to Foundation Connection &�` z _,',:,1:77T7777 777M Corporation Assume `' 1/2 _;• dia. Anchor Bolts. Anchor Bolts shall be provided within 12" of the ends least Region of each sill plate section, but no closer than 4" from the ends. Minimum 2 bolts per sill section. John Baker Specific Gravity of Sill Plate G = 0.55 10/22/2018 Thickness of Sill Plate 4 = 1,50' ` in. provat limited to Nominal Lateral Capacity for Bolt in Single Shear Parallel to the Grain tory Built Portion ANSI / AF&PA NDS Table 11 E Zrf = 680 Ib Load Duration Factor OFA ANSI / AF&PA NDS Table 2.3.2 CD = 1.6 Ott• 1 Allowable Lateral Capacity for Bolt in Single Shear Parallel to the Grain mor DAVID E. yN Y s BILLINGSLEY m ANSI / AF&PA NDS Table 10.3.1 Z' = Zn Co 1088`k Ib . . No.47769 09/26/18 Vfloorl '229`'piplf NAL Load at anchor bolt = Vfloorl Load at anchor bolt = °$ 229` pif CSI = Load at anchor bolt / Z CSIShear=> CSI 7�"687 =1b / 1088' lb Ref. Sheet4'&µl5 x Anchor Boft Spacing x 6" D.C. 687 ' Ib 0.63 ,> Check Compression Perpendicular to the Grain1%816 thtok mini washer required Uniform Uplift Load - Max of uplift load at foundation from roof and u ; plift Mad from perforated sheanvall rf applicable. Uniform Uplift Load = Max of 252 plf See page 4 and 0. % 'pif See page 18 Uniform Uplift Load Concentrated Uplift Load = Uniform Uplift Load x Anchor Bolt Spacing Concentrated Uplift Load 252 ` pif x ` 36 ' " D.C. Concentrated Uplift Load = 755 Ib Allowable Compression Stress Perpendicular to the Grain FoL = 565: psi ANSI / AF&PA NDS Table 4B Try',. 2'" square washer w/ 1/2 -Anchor Bolt (Assume 1/16" oversized hole) Area of Washer Ah. = 2 z {(Tr / 4) (0.5 + 1/16)A2) = 3 3/,4 in Allowable Compression Load Perpendicular to the Grain P,i. = F,L Awe. = 565 psi x: $.751;. in z = 1, 2120 Ib CSI Uplift => CSI = Load at anchor bolt / P,pa p = 755 ? Ib / 2120Ib = 0:36 Total CSI = CSI shear + CSI uplift = 0.63: + 0.36 = 0.99 OK JOB AP -A16854 Garage SHEET NO. 27C OF 44 CALCULATED BY DB DATE 9125/2018 CHECKED BY DATE Check Compression Perpendicular to the Grain 1181n thick min, washer require Uniform Uplift Load = Max of uplift load at foundation from roo(and uplift load from perforated shearwall If applicable. Uniform Uplift Load = Max of �: �'25:'� � ' plf Seepage 4 and 0�, .plf See page 18 Uniform Uplift Load =25 2' , _ pif Concentrated Uplift Load = Uniform Uplift Load x Anchor Bolt Spacing Concentrated Uplift Load = x i;�,r`121 D.C. Concentrated Uplift Load = '252"-- i lb Allowable Compression Stress Perpendicular to the Grain F� = 665, psi ANSI / AF&PA NDS Table 4B Try': "square washer w/ 1/2 "Anchor Bolt (Assume 1/16* oversized hole) Area of Washer A..hw = 22 -((Tr 14) (0.5 + 1116)A2) 3314 314 In 2 Allowable Compression Load Perpendicular to the Grain P.r. = FeL A..her = 565 psi x 3.7511 ins = 20 210 lb CSI uplift => CSI = Load at anchor bolt / P252 lb 2120 lb = -Al2 CPWP Total CSI = CSI shear + CSI uplift + 0.12 = 0.33 OK Anchor Bolt Spicing Sliding Connections (cont'd) "dia. Anchor Bolts @ 12 "D.C. Sill Plate to Foundation Connection - line—B Connection: 77:�T,71,.,. Design Sill Plate to Foundation Connection Corporation Assume dia. Anchor Bolts. Anchor Bolts shall be provided within 121 of the ends PF; 4011theast Region of each sill plate section, but no closer than 4" from the ends. Minimum 2 bolts per sill section. �PPROVED John Baker Specific Gravity of Sill Plate G= 0.55 10/22/2018 Thickness of Sill Plate 4 = 1:50,jn. At proval limited to Nominal Lateral Capacity for Bolt in Single Shear Parallel to the Grain Fa 4 tory Built Portion ANSI / AF&PA NDS Table 11 E Zfj = 680 lb Load Duration Factor ANSI I AF&PA NDS Table 2.3.2 CD ,,A OF Allowable Lateral Capacity for Bolt in Single Shear Parallel to the Grain o ANSI AF&PA NDS Table 10.3.1 DAVID E. r = 741 CD 10886 Ib o BILLINGSLEY U CIVIL 0 No.47769 Asb /STE 09/26/18 Vfloorl = �i � 229 dplf Ref. Sheet 14j& 15 x AL Load at anchor bolt = Vfloorl x Anchor Bolt Spacing 11 Load at anchor bolt = 9 �AD.C. plf X CSI = Load at anchor bolt / Z 1-1-�11 CSI Shear => CSI = ,-,`2-2-9,7lb 1� t;1'1088flb 0.21 Check Compression Perpendicular to the Grain 1181n thick min, washer require Uniform Uplift Load = Max of uplift load at foundation from roo(and uplift load from perforated shearwall If applicable. Uniform Uplift Load = Max of �: �'25:'� � ' plf Seepage 4 and 0�, .plf See page 18 Uniform Uplift Load =25 2' , _ pif Concentrated Uplift Load = Uniform Uplift Load x Anchor Bolt Spacing Concentrated Uplift Load = x i;�,r`121 D.C. Concentrated Uplift Load = '252"-- i lb Allowable Compression Stress Perpendicular to the Grain F� = 665, psi ANSI / AF&PA NDS Table 4B Try': "square washer w/ 1/2 "Anchor Bolt (Assume 1/16* oversized hole) Area of Washer A..hw = 22 -((Tr 14) (0.5 + 1116)A2) 3314 314 In 2 Allowable Compression Load Perpendicular to the Grain P.r. = FeL A..her = 565 psi x 3.7511 ins = 20 210 lb CSI uplift => CSI = Load at anchor bolt / P252 lb 2120 lb = -Al2 CPWP Total CSI = CSI shear + CSI uplift + 0.12 = 0.33 OK JOB AP -A16854 Garage SHEET NO. 26 OF 44 CALCULATED BY DB DATE 9/25/2016 CHECKED BY DATE Sheathing Connections Roof Sheathing Design Roof Sheathing Connection to Resist Suction Loads PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion 3 Sec Gust Wind Speed '?140" mph See pages 13D thru 13F for pressure calcs. Wind Importance Factor 1 00 Wind Exposure = =`i C_= Adjusted Interior Suction Pressure = Adjusted Perimeter Suction Pressure = Adjusted Overhang Suction Pressure = Adjusted Overhang Suction Pressure = Perimeter Edge Zone Width Minimum Building Dimension ,126^yft. DAVID E. LLINGSLE CIVIL No. 47769 09/26/18 Z = 10% Minimum Building Dimension 2.6 nft. But not less than 3 ft. Roof Framing Spacing = 16 ? in. D.C. C&C Pressures psf Zone 1 psf Zone 2 psf Zone 2 OH psf Zone 3 OH Z = 10% Minimum Building Dimension 2.6 nft. But not less than 3 ft. Roof Framing Spacing = 16 ? in. D.C. Roof Unit Suction Load from Wind Framing Spacing in ft. D.C. Interior Zone = 24 psf x .1 33 ft. = 32'plf Perimeter Edge Zone = .25-,-;psf x 7:33 ' ft. = '33 plf Overhang Zone = 40 psf x 1.33 ft. = 53 plf JOB AP -A16854 Garage SHEET NO. 29 OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKED BY DATE Sheathing Connections (cont'd) Roof Sheathing Design Roof Sheathing Connection to Resist Suction Loads Roof Sheathing: 7/16" OSB (Unblocked) Fastening: 0.131"x2.5' nails at 6," D.C. panel edge fastening and i12 "o.C. field Specific Gravity of Roof Framing Diameter of Nails Length of Nails Thickness of Sheathing Nominal Nail Withdrawal Design Value ANSI / AF&PA NDS Table 11.2C Load Duration Factor ANSI / AF&PA NDS 2.3.2 Allowable Nail Withdrawal Design Value ANSI / AF&PA NDS Table 11.2C Length of Nail Penetration Withdrawal Capacity per Nail Required Suction Load Capacity Interior Zone = 32} pif Perimeter Edge Zone = 33 plf Overhang Zone = 53 ' Of Required Fastening Interior Zone= 12, D.C.z" "OF SS Perimeter Edge Zone= DAVID E. Icy Overhang Zone 0. C. ILLINGSLEY CIVIL No.47769 D\STEPE� 09/26/18 G = 0:42;'x; D= +0 131;F in. L in. t = 0.438 in. W r21}µ;Ib/in. Co W'=WCo= ,f 314'?Ib/in. LP=L -t= f2063'In. W'LP = "`,69 ''Ib Ref. Sheet Ref. Sheet ` 28 Ref. Sheet28 " < PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion JOB AP -A16854 Garage SHEET NO. 30 OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKED BY DATE Sheathing Connections (cont'd) Roof Sheathing Design Roof Diaphragm to Transfer Shear Loads Unit Shear Capacity Requirement Max Vrw _ ±:5888 Ib B = . Q--26:21. rc31W"Mi vroof =;±%.1109 ' plf Shear Capacity for Diaphragm Assembly Framing Species Specific Gravity G = w0 42 N� - -;- Roof Sheathing: ,``" 7/16 6SB (Unmocken Fastening 0 j31 x2,5 naris at $ "o.c. panel edge nailing and 17 " o.c. field nailing Tabulated Value= 21'f 6u plf vs =Z,,1,,4:, ; (Tab. Value) See Supplement Table 2C Footnote 1 _ 296.2: plf > 109,%, plf OK DAVID E. LLINGSLE CIVIL. No. 47769 09/26/18 PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion JOB AP -A16854 Garage SHEET NO. 81 OF 44 CALCULATED BY DB omc 9125/2018 CHECKED BY nxrs Sheathing Connections (contd) Floor Sheathing Design Floor Diaphragm \oTransfer Shear Loads Unit Shear Capacity Requirement Max V,,, 0249",lb L� �t vUoo/� p|� Shear Capacity for Diaphragm Assembly Framing Species GpecifioGravity G Floor 5/8in OSB (Unblocked) Fastening: 6.131"xM" nails at 6'" D.C. panel edge fastening and �`!Z"o.c. field fastening CIVIL Tabulated Value = 211.6plf vs� (Tab. Value) See Supplement Table 2CFootnote 1 09/76V18 Joe AP -A16854 Garage SHEET NO. 32 OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKED BY DATE Sheathing Connections Wall Sheathing Design Wall Sheathing Connection to Resist Suction Loads 3 Sec Gust Wind Speed140 mph UP 446 o2 DAVID E. : BILUNGSLE CIVIL No. 47769 See pages 13D thru 13F for pressure talcs. (� A�b�FotSTeaE Wind Importance Factor iv Wind Exposure= Adjusted Interior Suction Pressure (Zone 4) = Adjusted Perimeter Suction Pressure (Zone 5) _ Perimeter Edge Zone Width Minimum Building Dimension Z = 10% Minimum Building Dimension But not less than 3 Wall Framing Spacing = 4. in. D.C. Roof F Unit Suction Load from Wind Framing Spacing in ft. D.C. Interior Zone= -,p =,psf x ,133`` floc �x 32p1f -. Edge Zone = it x 30 , > psf x 1 33 ft oc ° 39 plf 09/26/18 ^,124.2;, psf T 29,6 1,.i'' psf JOB _ AP -A16854 Garage SHEET NO. 33 OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKED BY Sheathing Connections (cont'd) Wall Sheathing Design Wall Sheathing Connection to Resist Suction Loads DATE Wall Sheathing: 7/16" OSB Fastening: 0.137"x2.5" nails at 6M" D.C. panel edge nailing and x1T " D.C. field nailing Specific Gravity of Wall Framing Diameter of Nails Length of Nails Thickness of Sheathing Nominal Nail Withdrawal Design Value ANSI / AF&PA NDS Table 11.2C Load Duration Factor ANSI / AF&PA NDS 2.3.2 Allowable Nail Withdrawal Design Value ANSI / AF&PA NDS Table 11.2C Length of Nail Penetration Withdrawal Capacity per Nail Required Suction Load Capacity Interior Zone = 32 _ plf Perimeter Edge Zone = 39 : plf Required Fastening ZN"r"r, Interior Zone= .00 DAV DAVID E. cyw Perimeter Edge Zone = 6 D.C. LLINGSLEY m CIVIL a Vo. 47769 �sTEPPO G = 2 D = 0.131 in. L = 2 50' `in. t= 0438`in W= "r 21,'I?Ib/in. CD W'=W CD= Ib/in. Lp=L-t= j2:063`in. W ' LP = .f tt.69�I5l Ib PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion Ridge Connections Ridge Connection Roof Pitch = MT <.. Roof Span = 26 ft 3 Sec Gust Wind Speed - ; Wind Exposure = a�' Cx1"..y4j JOB_ AP -A16854 Garage SHEET NO. 34 OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKED BY DATE 140`' mph Ridge Connection Ridge Connection Load = .+ 32TJ, plf See Page 4 DAVID E. 47769 Connector: Simpson Strong -Tie LSTA15 Fastener. (12) 0.148'x2.5" nails (6 each end of strep).', Allowable Load = 950 Ib Flip Connection Flip Connection Load 32T� plf Req'd Load pif 09/26/18 Req'd Provided Spacing Spacing 35 r'"in. o.c i Sin. D.C. Connector. Simpson Strong -Tie LSTA15 Fastener. (12) 0.148"x2.5" nails (6 each end of strep). Allowable Load = 950 Ib PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion Req'd Req'd Load Spacing 327.,, plf 35'f in. o.c. Provided Spacing 32 'in. o.c. JOB _ AP -A16854 Garage SHEET NO. 35 OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKED BY DATE Overhang Connection Outlooker to Endwall Roof Pitch = t 7:12'f-.', Roof Span = 13:, fL Roof Overhang Length �.ts,,.o:zsa3 3 Sec Gust Wind Speed Overhang Uplift Load =i%39 '7j,j psf Zone 2 OH See page 28 Overhang Uplift Load ="l39 ? psf Zone 3 OH See page 28 Outlooker Spacing = 16 in o.c. Tabulated Overhang Uplift Connection Load Zone 2oh ='152.94 R lbs Tabulated Overhang Uplift Connection Load Zone 3oh =" 52 9d lbs DAVID E. ILLINGSLE CIVIL No.47769 Connector: 0.131'x3" Nails w/ 1.5" pen. Allowable Load = 50.4 Ib 1� 1 Connectors Per Outlooker Req'd Zone 2 OH = ,r 2 `;' per outrigger Connectors Per Outlooker Req'd Zone 3 OH = ; := 2 per outrigger 09/26/18 PFS Corporation Northeast Region' APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion JOB AP -A16854 Garage SHEET NO. 36 OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKED BY DATE Collar Tie Connections Collar Tie Connection Roof Pitch = T 7 12 o�'r DAVID E. cyo BILLINGSLEY O m Roof Span = 26' ft, CIVIL " No. 47769 y V r A/b 9FoisTSP�°�, 09/26/18 3 Sec Gust Wind Speed = i-1 0 � mph NAL v Collar Tie Connection Requirement Rafter Spacing Load — c. 327 plf x Y' 16 in D.C. = 435:6Ib See page 34 Design Collar Tie to Rafter Connection Assume Typical Collar Tie to Rafter Connection made with 0.131" x 3.0" facenails PFS Corporation Northeast Region Specific Gravity of Member APPROVED G 0 42 :` John Baker Thickness of Member 10/22/2018 t, = 1.50 , in. Approval limited to Lateral Capacity of Nails Factory Built Portion Z 82 ' lbs ANSI / AF&PA NDS Table 11 N Load Duration Factor CD= i.6 ANSI / AF&PA NDS Table 2.3.2 Allowable Lateral Capacity of Nails Z' = Z CD = 131;^ Ib ANSI / AF&PA NDS Table 10.3.1 Required Collar Tie to Rafter Connection Req'd Nail Nails Load Capacity Req'd 436 :-lb / 131 Ib cap 4! per rafter Minimum of 3 required per code Knee Wall Connections Knee Wall Connection Roof Pitch Roof Span= 26.,x;;?g, 3 Sec Gust Wind Speed = Kneewall Connection Requirement 140 mph JOB AP -A16854 Garage SHEET NO. 37 OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKED BY 6eaer-.uY Unit Connection Load from Wind Ib See page 36 Design Knee Wall Connection Assume Typical Connection made with 0.131"x 3.0" toenails. Specific Gravity of Member G 0.42'' Withdrawal Capacity of Nails - W 2Z =! lbs per Inch penetration Load Duration Factor Co 1.6 Penetration Depth Cd= 1.25 In Toe Nail Factor ANSI / AF&PA NDS 11.5.4.2 Allowable Withdrawal Capacity of Nails per inch W' = W CD Cd Cy,= 28,. - Ib DATE DAVID E. No. 47769 09/26/18 PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion ANSI / AF&PA NDS Table 11.2C ANSI / AF&PA NDS Table 2.3.2 Cb = 0.67 ANSI / AF&PA NDS Table 10.3.1 Req'd Nail Nails Load Capacity Req'd 436 +lb 28 lb cap 16 per stud NG - Too Many Nails, Use Alternate Conn., See Page 37a Knee Wall Alternate Connections Knee Wall Connection -e Roof Pitch = Roof Span = 3 Sec Gust Wind Speed Kneewall Connection Requirement JOB AP -A16854 Garage SHEET No. 37A OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKED BY DATE mph Unit Connection Load from Wind = !"'436"'"'lb See page 36 Design Knee Wall Connection Assume Alternate Connection made with #8x3" Screws Toed Specific Gravity of Member G r0.42> - Withdrawal 42> - Withdrawal Capacity of Screws W::'8 = "zt32.:, 4' lbs per inch penetration 3 Load Duration Factor CD= ` :1.6;` Penetration Depth Ca= 1.20 in Allowable Withdrawal Capacity of Screws W' = W CD Cd Cm= lb Option Option 1 #8x4" Screws Toed Option 2 LSTA15 Strap Note: Stra DAVID E. No. 47789 09/26/18 PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion Toe Nail Factor C. = 9.67 ANSI / AF&PA NDS 11.5.4.2 ANSI / AF&PA NDS Table 11.2C ANSI / AF&PA NDS Table 2.3.2 ANSI / AF&PA NDS Table 10.3.1 Req'd Screw Screws Load Capacity Req'd 436 Ib 105 Ib 5 ,'per stud Req'd Strap Quantity Load Capacity Req'd 436. ` lb 530:: Ib 1 per stud reduced for only 10 total nails installed and installed JOB AP -A16854 Garage SHEET NO, 38 OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKED BY DATE Design Summary Location Force Connection Fasteners Required Reference 7116' x 1 1/2' x 16 ga staples Rafter to Ceiling Joist 327 plf (2) 7/16' WSP Gusset Plates Per gusset trafter & Sheet 5 Connection w/ gussets (1) Be side of rafter 6 t per gusset to ceiling joist Edge Rail to Ceiling Joist 327 (6) 0.131'x3' Nails in End -Grain Connection plf Sheet 5 @ 16 in o.c. 1.25'X20 ga steel strap Edge Rail to Wail Stud 327 pif (7)1 Od nails in ceiling joist and Sheet 5 Connection 1 O nails in wall stud @ 16 in o.c. � R COs ��� Q DAVID E.: G BILL O NG$L.EY m ' IVIL hNc o A�bs� 'Sys P��,�Q 09/26/18 PFS Corporation AL Northeast Region ° APPROVED John Baker c 10/22/2018 V Approval limited to Factory Built Portion a Note: 8d nalls = 0.131' x 2.5", 10d nails = 0.148"x 3" 8 16d nails ='0.131"x 3.25" unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe -Nails may not be used In Seismic Zones worse than C. JOB AP -A16854 Garage SHEET NO. 38A OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKED BY DATE Design Summary Note: 8d nails = 0.131"x 2.5", 10d nails = 0.148"x 3" 8 16d nails = 0.131 "x 3.25" unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe -Nails may not be used /n Seismic Zones worse than C. DAVID E. CIVIL No. 47769 09/26/18 PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 ,al limited to Built Portion FlOca—t—ion'T Connection Wall Force Spacing Reference 7/16" OSB/PLY overlap floor line_A 252 plf 6 in D.C. rim joist min. 3' 1st StoryWall line_B 252 plf 6 in o.c. Stud to Floor 0.131 in x 2-1/2in nails Sheet 6 yt Band Connection p Use 2 rows of fasteners along line_1 0 If p 6 in o.c. - :,, bottom edge of panel v C line_2 145 pit 6 in D.C. c 0 U 7/16' OSB/PLY overtap sill line_A 252 plf 4 in o.c. plate 1.5" Q line_B 252 plf 4 in D.C. Floor Band to Sill Plate Connection 0.131 in x 2.1/2in nails Sheet 7 Use 1 row of fasteners along line -1 0 pif 3 in o.c. bottom edge of panel line -2 145 plf 6 in D.C. Note: 8d nails = 0.131"x 2.5", 10d nails = 0.148"x 3" 8 16d nails = 0.131 "x 3.25" unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe -Nails may not be used /n Seismic Zones worse than C. DAVID E. CIVIL No. 47769 09/26/18 PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 ,al limited to Built Portion JOB AP -A16854 Garage SHEET NO. - 39 OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKED BY DATE Design Summary (con'd) Note: 8d nails = 0.131"x 2.5", 10d nails = 0.148"x 3"S 16d nails = 0.131"x 3.25" unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe -Nails may not be used in Selsmk Zones worse than C. Gable wall studs at roof level must be same, size, species and grade as wall below. They must also be sheathed and fastened the same as wall below. Location Force Exterior Panel Interior Panel Reference ��OAV �BILLINI SLEY ym PFS Corporation o cl IL y Northeast Region A'b q APPROVED ors EPS° 09/26/18 John Baker 10/22/2018 .n E Approval limited to M Factory Built Portion N Q 2� Ist Story Wall - line_I 7/16" OSB w/ 0.131"x2.5" nails C 245 plf Q 6" o.c. panel edge & 12" o.c. Sheet 18 y perforated field nailing (exterior) L y 1 st Story Wall - line_2 7/16" OSB w/ 0.131 "x2.5" nails 125 pif Qo 6" o.c. panel edge & 12" o.c. Sheet 18 Perforated field nailing (exterior) Ist Story Wall - line_A 7/16" OSB w/ 0.131 "x2.5" nails 194 plf Qa 6" o.c. panel edge & 12" o.c. Sheet 18 Perforated field nailing (exterior) Ist Story Wall - line B 7/16" OSB w/ 0.131"x2.5" nails 506 plf Q 3"o.c. panel edge & 12" o.c. Sheet 18 Segmented field nailing (exterior) Note: 8d nails = 0.131"x 2.5", 10d nails = 0.148"x 3"S 16d nails = 0.131"x 3.25" unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe -Nails may not be used in Selsmk Zones worse than C. Gable wall studs at roof level must be same, size, species and grade as wall below. They must also be sheathed and fastened the same as wall below. JOB AP -A16854 Garage SHEET NO. 40 OF 44 CALCULATED BY - DB DATE 9/25/2018 CHECKED BY DATE Design Summary (con'd) Note: Comer Studs & Built up Column Studs to be fastened together w/ 2 rows staggered V"."Mrs: of 0.131"x3" Nails at 8 n in o. c. Note: 8d nails = 0.131"x 2.5", 10d nails = 0.148"x 3"8 16d nails = 0.131"x 3.25" unless otherwise noted An equal or better connection device maybe substituted for any connection device listed. Staples and Toe -Nails may not be used In Seismic Zones worse than C. Location Force Connection Fasteners Required' Reference PFS Co oration Northea t Region APP OVED John Baker OF ugs10/2 2018 r13ILLjo�AVIDE Approval limited to INGSLEY Factory B tilt Portion No.47769 09/26/18 NAL W 0(y\J O r O d C C O i v C1st Story Module to ._Foundation - line -1 Simpson Strong Tie 1/2 in min concrete cover and 2206 Ib STHD74RJ (30)16d sinkers, locate 1.5in Sheet 21 from comer d 0 1st Story Module to Foundation - line -2 Simpson Strong -Tie 1/2 in min concrete cover and - 801 Ib STHDI4RJ (30)16d sinkers, locate 1.5in Sheet 21 from comer 1 st Story Module to Foundation - line_A Simpson Strong -Tie 112 in min concrete cover and 1744 lb STHDI4RJ (30)16d sinkers, locate 1.5in Sheet 21 from comer 1st Story Module to Foundation - line_B Simpson Strong -Tie 112 in min concrete cover and 4553 Ib STHD14RJ (30)16d sinkers, locate 1.5in Sheet 21 from comer Note: 8d nails = 0.131"x 2.5", 10d nails = 0.148"x 3"8 16d nails = 0.131"x 3.25" unless otherwise noted An equal or better connection device maybe substituted for any connection device listed. Staples and Toe -Nails may not be used In Seismic Zones worse than C. JOB AP -A16854 Garage SHEET NO. 41 OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKED BY DATE Design Summary (con'd) An equal or better connection device may be substituted for any connection device listed. Staples and Toe -Nails may not be used in Seismic Zones worse than C. All fasteners Into sill plate must be corrosion resistant. APPROVED Location Force Connection Fasteners Required Reference Aroyal limited to actory w t red 0.131" x 3' toenails. Roof to Wall Plate Connection 148 lb 2 23 0.131" x 3.0" Nails in End - Top Plate to Studs & Bottom 1441b Grain. NA 23A Plate to Studs 2 per stud 0.131' x 3.0" Nails Bottom Plate to Floor 108 plf NA 23A 14 in D.C. N _ O M n PFS orporatio Northeast Reglic n APPROVED John Baker 10/22/2018 Aroyal limited to actory w t red gfo o`' DAVID E. 4r BILLINGSLEY m No, 47769 Asb 9FoI TEQ� �4 09/26/18 NAL 0.131' x 3" toenails. 1 st Story to Sill Plate Connection - line B 397 pit @ 3 in OC N/A 25 0.131" x 3" toenails. 1 St Story to Sill Plate 229 plf @ 5 in OC NIA 25 Connection - line 1, 2 & A Note: 8d nails = 0.131"x 2.5 , 10d nails = 0.148" x 3" & 16d nails = 0.131"x 3.25" unless otherwise noted JOB _ AP -A16854 Garage SHEET NO. 42 OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKED BY Design Summary (con'd) DATE Location Force Connection Fasteners Required Reference Truss Bottom Chord or Ceiling 109 plf 0.131' x 3.0' Nails toed Joist to Endwall Top Plate 23B Q8inOC PFS Corporatic Northeast Region n APPROVED John Baker 10/22/2018 Approval limited t Factory Built Portio N C O �S Sn d o�� DAVID E oy c _ BILLINGSLEY o U %\',1N1o,�,N477e69 c�t�o�i;F 09/26/18 AL a 1st Floor Endwall Mateline - Top Plate to Top Plate / 1422 Ib 1 Simpson LSTA30 Straps (22) 0.148in x 2.5in nails each NA Ceiling Rim to Ceiling Rim strap across Mateline 1 st Floor Endwall Mateline - Floor Rim to Floor Rim across 1422 Ib 1 Simpson LSTA30 Straps (22) 0.148in x 2.5in nails each NA Mateline strap Note: 8d nails = 0.131"x 2.5-, 10d nails = 0.148"x 3"8 16d nails = 0.131"x 3.25" unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe -Nails may not be used in Seismic Zones worse than C. PI Nc F JOB _ AP -A16854 Garage SHEET NO. 44 OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKED BY DATE Design Summary (con'd) 8d nalls = 0.131"x 2.5 , 10d na/ls = 0.148"x 3" 8 16d nails = 0.131"x 3.25" unless otherwise noted An equal or better connection device maybe substituted for any connection device listed. Staples and Toe -Nails may not be used in Seismic Zones worse than C. Location Force Connection Fasteners Required Reference c Outlookerto Endwall531b 0.131"x3" Nails w/ 1.5" pen. Sheet 35 Y Within 3.00 ft of Comer 2844 Ib 2 per outrigger Sheet 19 c 1 st Floor Double 2x6 Top Plate - With Stagger 2 rows of cOutlookertoEndwall 0 53 lb 0.131"x3"Nails w/1.5" 0.131' x 3.0" Nails co 8 in oc 0 Sidewalk 1466 Ib pen. Sheet35 rn Not 3.00 ft of Comer 2 per outrigger PFS Corpo ation m egion L APPRO 1 d John Baker A 0 CL 8d nalls = 0.131"x 2.5 , 10d na/ls = 0.148"x 3" 8 16d nails = 0.131"x 3.25" unless otherwise noted An equal or better connection device maybe substituted for any connection device listed. Staples and Toe -Nails may not be used in Seismic Zones worse than C. Location Force Member Sizes Splice Conn. If Req. Reference 1 st Floor Double 2x6 Top Plate - No Splices Endwalls 2844 Ib Sheet 19 1 st Floor Double 2x6 Top Plate - With Stagger 2 rows of Splices 8 0.131' x 3.0" Nails co 8 in oc Sidewalk 1466 Ib Sheet 79 rn PFS Corpo ation oNortheast egion v APPRO 1 E John Baker A 10/22/20 8 CL qc Approvallim ed to f0 C �SNOFMq 0` DAVID E. Factory Built ortion 0 CIVIL No. 4776 Asb 9FcrsTr Pe \��e 09/26/18 AL Minimum Lumber Grade and Species is SPF #3 Unless Noted Otherwise Minimum Splice Length is 4 ft 8d nalls = 0.131"x 2.5 , 10d na/ls = 0.148"x 3" 8 16d nails = 0.131"x 3.25" unless otherwise noted An equal or better connection device maybe substituted for any connection device listed. Staples and Toe -Nails may not be used in Seismic Zones worse than C. Headers - (2) 2x6 SPF#2 - CD=1.15 -Delta LL=L/360 SECTION 6-1 SHEET 6.3.38 CALCULATED BY DB DATE 4/16/2015 REVISED Header Type (2) 2x6 SPF No.1/No.2deltaLL = U360 per box deltaTL = U240 CD =1.15 Load (plf) Shear Length, L. (in) Moment Length, LM (in) Deflection Live Deflection Total Load (80% TL) Load Length, Length, Ldea,u• (in) LdeR,n (in) Max Max Allowable Allowable Length (in) Length (ft) 100 420.9 137.8 123.1 130.8 123.1 10.3 150 284.2 112.5 107.5 114.2 107.5 9.0 200 215.9 97.5 97.7 103.8 97.5 8.1 250 174.9 87.2 90.7 96.3 87.2 7.3 300 147.6 79.6 85.3 90.7 79.6 6.6 350 128.1 73.7 81.0 86.1 73.7 6.1 400 113.5 68.9 77.5 82.4 68.9 5.7 450 102.1 65.0 74.5 79.2 65.0 5.4 500 93.0 61.6 72.0 76.5 61.6 5.1 550 85.5 58.8 69.7 74.1 58.8 4.9 600 79.3 56.3 67.7 650 74.1 54.1 65.9 70.1 54.1 4.5 3 68.4 750 65.6 50.3 62.9 66.8 50.3 4.2 48.7 4.1 850 59.2 47.3 60.3 64.1 47.3 3.9 900 56.5 45.9 59.2 62.9 45.9 3.8 950 54.1 44.7 58.1 61.7 44.7 3.7 1000 52.0 43.6 57.1 60.7 43.6 3.6 1050 50.0 42.5 56.2 59.7 42.5 3.5 1100 48.3 41.6 55.3 58.8 41.6 3.5 1150 46.6 40.6 54.5 57.9 40.6 3.4 1200 45.2 39.8 53.7 57.1 39.8 3.3 1250 43.8 39.0 53.0 56.3 39.0 3.2 1300 42.5 38.2 52.3 55.6 38.2 3.2 1350 41.4 37.5 51.7 54.9 37.5 3.1 1400 1 40.3 36.8 51.1 54.3 36.8 3.1 1450 39.3 36.2 50.5 53.6 36.2 3.0 1500 38.3 35.6 49.9 53.0 35.6 3.0 Notes: SAlas 1. Headers are designed for a maximum live toad deflection of U360 and total load deflection of y1`� ,A OF `tf� See doodwindow manufacturer's specifications for additional requirements. 0 DAVID E. yG PFS Corporation �4; BILLINGSLEY m Northeast Region 0CIVIL y N0.47789 APPROVED A John Baker 'b�9FC/sTEP``�a� 10/22/2018 NAL Approval limited to Factory Built Portion Headers - (3) 2x6 SPF#2 - CD=1 15 - Delta LL=U360 SECTION 6-1 SHEET 6.3.40 CALCULATED BY DB DATE 4/16/2015 REVISED Header Type (3) 2x6 SPF No.1/No.2er box deltaiLL = U360 p deltaTL = U240 CD = 1.15 Shear Length, Load (plf) L„ (in) 100 625.8 Moment Length, LM (in) 181.0 Deflection Live Load (80% TL) Length. Ld.bLL (In) 140.9 Deflection Total Load Length, LdrtaTL (in) 149.7 4.8 Max Allowable Length (in) 140.9 Max Allowable Length (ft) 11.7 150 420.9 147.8 123.1 130.8 123.1 10.3 200 318.4 128.0 111.8 118.8 111.8 9.3 250 256.9 114.5 103.8 110.3 103.8 8.6 300 215.9 104.5 97.7 103.8 97.7 8.1 350 186.7 96.8 92.8 98.6 92.8 7.7 400 164.7 90.5 FIR 7 943 1350 56.5 49.3 59.2 62.9 49.3 450 9nO 147.6 1',d n 85.3 o, n 85.3 90.7 47.5 4.0 1500 1 52.0 46.7 57.1 60.7 85.3 3.9 ®-a��aaaaaaa� a�aaaaaaa.z�.���'■ 6.2 650 105.6 71.0 75.5 80.2 71.0 5.9 700 98.8 68.473.6 78.3 68.4 5.7 750 1 wi n 1as , r 1 ���a�aaa�aatatltltl� 58.7 66.5 70.7 �a��' '� 1000 72.5 57.2 65.4 69.5 57.2 4.8 1050 69.6 55.9 64.3 68.4 55.9 4.7 1100 66.9 54.6 63.3 67.3 54.6 950 75.7 58.7 66.5 70.7 58.7 J.V 4.9 1000 72.5 57.2 65.4 69.5 57.2 4.8 1050 69.6 55.9 64.3 68.4 55.9 4.7 1100 66.9 54.6 63.3 67.3 54.6 4.5 1150 64.5 53.4 62.4 66.3 53.4 4.4 1200 62.2 52.3 61.5 65.4 52.3 4.4 1250 60.2 51.2 60.7 64.5 51.2 4.3 1300 58.3 50.2 59.9 63.7 50.2 4.2 1350 56.5 49.3 59.2 62.9 49.3 4.1 1400 54.9 48.4 58.4 62.1 48.4 4.0 1450 53.4 47.5 57.8 61.4 47.5 4.0 1500 1 52.0 46.7 57.1 60.7 46.7 3.9 Notes: 1. Headers are designed for a maximum live load deflection of U360 and total load deflection of U SAOFMt c See door/window manufacturer's Specifications for additional requirements. o`' DAVID E. �c PFS Corporation Z BILLINGSLEY m Northeast Region CIVIL y APPROVED No.47769 John Baker A P ��� � 9F0/sib fcO��rtQ _ 10122/2018 AL G\ Approval limited to Factory Built Porton Header Type (3) 2x8 SPF No.1/No.2 Load (plf) Shear Length, L. (in) Moment Length, LM (in) Deflection Live Load (80% TL) Length, LdenaLL (in) 100 824.9 229.2 185.7 150 554.8 187.2 162.2 200 419.7 162.1 147.4 250 338.7 145.0 136.8 300 284.6 132.4 128.7 350 246.0 122.5 122.3 400 217.1 1 5.2 450 194.6 108.1 112.5 500 176.6 102.5 108.6 550 161.8 97.7 105.2 600 --T4UY- 650 139.2 89.9 99.5 700 17n Z An F; I rri • Headers - (3) 2x8 SPF#2 - CD=1.15 - Delta LL=L/360 SECTION 6-1 SHEET 6.3.46 CALCULATED BY DB DATE 4/16/2615 REVISED deltaLL = U360 per box deltaTL = U240 CD =1.15 Deflection Total Load Length, LdaaaTL (in) 97.7 Max Max Allowable Allowable Length (in) Length (ft) 197.3 ((zf 185.7 15.5 172.4 162.2 13.5 156.6 147.4 12.3 145.4 136.8 11.4 136.8 128.7 10.7 130.0 122.3 10.2 1 9A olt 69.1 119.5 1150 85.0 67.6 82.3 87.4 114.6 1nR 1 o n 111.8 104.5 97.7 8.1 108.6 ((zf 93.6 7.8 105.7 74.4 89.9 1 7.5 1 72.5 900 104.5 76.4 89.3 94.9 ((zf 76.4 v.v 6.4 950 99.8 74.4 87.7 93.2 74.4 6.2 1 72.5 �srl�lrt•s�r'1•�ri��.T.s� lr.���� 70.7 900 104.5 76.4 89.3 94.9 ((zf 76.4 v.v 6.4 950 99.8 74.4 87.7 93.2 74.4 6.2 1000 95.5 72.5 86.2 91.6 72.5 6.0 1050 91.7 70.7 84.8 90.1 70.7 5.9 1100 88.2 69.1 83.5 88.7 69.1 5.8 1150 85.0 67.6 82.3 87.4 67.6 5.6 1200 82.0 66.2 81.1 86.2 66.2 5.5 1250 79.3 64.8 80.0 85.0 64.8 5.4 1300 76.8 63.6 79.0 83.9 63.6 5.3 1350 74.5 62.4 78.0 82.9 62.4 5.2 1400 72.4 61.3 77.0 81.9 61.3 5.1 1450 1 70.4 60.2 1 76.1 80.9 60.2 5.0 1500 68.5 59.2 75.3 1 80.0 59.2 4.9 Notes - 1 • Headers are designed for a maximum live load deflection of U360 and total load deflection of See door/wIndow manufacturer's specifications for additit anal requirements PFS Corporation Northeast Region APPROVED John Baker 10117!2018 Approval limited to Factory Built Portion DAVID E. ILLINGSLE ((zf CIVIL \ No Headers -(3) 1.5"xl8'LVL Headers CD=1.15 - Delta LL=L/360 SECTION 6-1 SHEET 6.5.112 CALCULATED BY DB DATE 4/16/2015 REVISED Header Type: (3) 1.5" x 18" LVL per box deltaLL = U360 deltaTL = U240 CD =1.15 Load (plf) Shear Length, L. (in) Moment Length, LM (in) Deflection Live Load (80% TL) Length, LaabLL (in) Deflection Total Load Length, "n (in) 900 508.0 298.7 249.6 265.3 Max Allowable Length (in) Max Allowable Length (ft) 100 4283.6 896.0 519.2 551.7 20.1 519.2 43.3 150 2867.8 731.6 453.6 482.0 453.6 37.8 200 2159.8 633.6 412.1 437.9 412,1 34.3 250 1735.1 566.7 382.6 406.5 382.6 31.9 300 1451.9 517.3 360.0 382.6 360.0 30.0 350 1249.6 479.0 342.0 363.4 342.0 28.5 400 1097.9 448.0 327.1 347.6 327,1 27.3 450 979.9 422.4 314.5 334.2 314.5 26.2 500 885.5 1 400.7 303.6 322.7 303.6 25.3 550 808.3 1 382.1 294.1 312.6 qu 1 I 9A F 650 689.5 351.5 278.2 295.6 1rtrt CAn 23.2 850 535.7 _..,. 307.3 254.4 A..... 270.4 1 ZO`J.D Z1.0 254.4 21.2 900 508.0 298.7 249.6 265.3 249.6 20.8 950 483.1 290.7 245.2 260.5 245.2 20.4 1000 460.8 283.4 241.0 256.1 241.0 20.1 1050 440.5 276.5. 237.1 252.0 237,1 19.8 1100 422.1 270.2 1 233.5 248.1 233.5 19.5 1150 405.4 264.2 230.0 244.4 230.0 19.2 1200 390.0 258.7 226.8 241.0 226.8 18.9 1250 375.8 253.4 223.7 237.7 223.7 18.6 1300 362.7 248.5 220.8 234.7 220.8 18.4 1350 350.6 243.9 218.1 231.7 218.1 18.2 1400 339.4 239.5 1 215.4 1 228.9 215.4 18.0 1450 328.9 1 235.3 1 212.9 226.3 212,9 17.7 1500 319.2 231.4 210.5 223.7 210.5 17.5 Notes• 1 • Headers are designed for a maximum live load deflection of U360 and total load deflection of See door/window manufacturer's specifications for additional requirements. PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Suitt portion DAVID E. LLINOSLE CIVIL No. 47769 CALCULATION MANUAL INDEX — 06/06/18 Rafter designs that are not specifically included within this section must be included within individual plans set and must bear a P.E. seal for the state in which the structure is to be permanently located. All rafter drawings must be prepared in conformance to R802.10.1, and shall be provided to the building official and approved prior to installation. Wood rafters shall be designed in accordance with accepted engineering practice. The rafter design drawings shall be prepared by a registered design professional. DAVID E. BILLINGSLEY 33466 034664 / 1L No /a� 9235 PROFESSIONAL ENGINEER CIVIL SECTION 9lndex._._.�_...„.._.__.. _ _ 9 SIMPLE SPAN RAFTER CHART ............... .... ............. _........ _..... _.___.._.__....__._........__.:__._..._._.....9.1.0 _......_..._.........._......................9.7.31 716.1 -9.7.716.11 RESERVED..... ..._............ .................. _.............................................. _.... _ ............................. ............. ......... SIMPLE SPAN RAFTER EXAMPLE CALCULATIONS- SNOW ....__.._ ...... ._... ..... _........... ..................... 9.1.49.1.5 SIMPLE SPAN RAFTER EXAMPLE CALCULATION - WIND ...................... _............................ 9.1.6-9.1.13 RAPIER EXAMPLE CALCULATION - SNOW R LIVE ....... _.............. __... _..................................................... 9.2.1.9.2.6 RAFTER EXAMPLE CALCULATION- WIND -_._.„,...._....._------...._....... .___. ........................... 9.2.7-91.9 5/12 23'-8" WIDE STORAGE RAFTER ...................................................... _..._._._..._........._....__...9.5.238.1.93.238.15 5/12 27'-6" WIDE STORAGE RAFTER .......... __.._.__......__......._.__.__......... _....... _.......... 9.5.276.1-9.5.276-11 5/12 31'-6" WIDE STORAGE RAFTER ........... „._......... _.............................. .........__..__........_...__..9.5.316.1.9.S.JI6.I1 9.12118.1-9.12138.15 7/12 23'-8" WIDE STORAGE RAFTER._ ...................._......_................._. ... ....._ ....... _........... ......... 9.7.238.1-9.7138.15 27'-6" WIDE STORAGE 7/12 31'-6" WIDE STORAGE RAFTER ................... .......... ................ _......_..._.........._......................9.7.31 716.1 -9.7.716.11 7/12 35'-0" WIDE TRANSVERSE RAFTER ._........ _...... .................... ._._._.._._----- .__..9.7,3507.1-9.7.350T.11 7/12 45'-0" WIDE TRANSVERSE RAFTER._...._.._.._............_ ................. _.... _..... _........... _....... 9.7.4507.1-9.7.450T.11 7/12 55'-0" WIDE TRANSVERSE RAFTER......._....._.........__......._ ............._......._....._........__... 9.7.550T.1-9.7.550TA I 7/12 65'-V WIDE TRANSVERSE RAFTER ......................................... _..... .... _._............................ 9.7.650T. I -9.7.650T.11 9/12 23'-8" WIDE STORAGE RAFTER ......... _..... _........_..........._....__....... ...... __.......... _...._._..9.9.238.1-9.9.238.15 9/12 27'-8" WIDE STORAGE RAFTER ......_........ ._._..........................._..........................................._..9.9.276.1.9.9.276.11 9/12 31'-6" WIDE STORAGE RAFTER..._._.._...__....._.._._...___........_, ..... ........... ... ......_..9.9.316.1-9.9.316.15 12/12 23'-8" WIDE STORAGE RAFTER, ............._..........................................6..............444..._...._ 9.12118.1-9.12138.15 12/12 23'-8" WIDE SALTBOX PANELIZED RAFTER.___.....„_._._....._.__.._.._._..._9.12138SBX.1-9.I2238SBX.11 12/12 23'-8" WIDE VAULT RAFTER ......... __...................................._...._...__......._........._....4 9.12.238V. 1.9.12.238V. 11 12112 2T-6" WIDE STORAGE RAFTER.—..._____... .... _........ .....__._........_.__._._ ................9.12276.1-9.12276.11 12/1227'-6" WIDE SALT BOX PANELIZED RAFrER.........._............................. _......... .9.I2.276SBX.1-9.12.276SBX.11 12/12 27'-6" WIDE VAULT RAMR ....... ._............ ..._......___._...._...._._........_._.._._..._._ 9.12.276V.1 -9.12276V.11 12/12 31'-6" WIDE STORAGE RAFTER ........... __.............._....._...._......._........_-44...._._......_ 9.12.316.1-9.12.116.15 12/12 31'-6" WIDE SALT BOX PANELIZED RAFTER.."..._.._._._. ........... __._._.......9.12.316SBX.I-9.12.316SBX. 11 12/12 31'-6" WIDE VAULT RAFTER ......... .......... ...._...._......._4......____. .... . ...... _..... 9.12.316V.I-9.12.316V.I I DAVID E. CIVIL No.47769 PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion OF MA . qy% tiP ......... �9ti ,90 43 11 LEN�,`09/14/18 P,aessaw CeMicatm 1hm"ce""MGM daOxee�xx ww4 CeQ8fexsenxl S6lxle6r IM IBMx xmx ecomaraMoxer C* a» st ma a uana. txrK.w 3(221 Ev,,,,,Oer 116/z0 N �x 4 b v-4 WMII If.Y.'IGN sl/LL. mtPP1. YqI LL • MI/ P IMv Wx Ib[IYk 1�1�-4C.-xxY/PN IxN-4�•wN P��. Ixs.x-4C•-%y Plw. Im.a.. xT o . ...I P .il• v OYYIx IfA]Il@ fLLL•tlx/P"Ib xMLL•Nx/P� M IRCLL4 IbM-4C•-tN/Pl,ti IA,A.[w C.-AllPiM I�M4e•-xxN BOTTOM CHORD OPTIONS: 2x8 SYP 11 0 16" O.C. - 20 PSF LL 2x10 SPF #2 0 16" O.C. - 30, 40 PSF LL O o $ 0 d R W0 W >" oo a O f0 E_ O N— R m 0 CL t5 LL O QU. a Z [y�:l DETAIL 1 DETAIL to DETAIL 2 (RIDGE BOARD TO RIDGE BOARD) (RIDGE BOARD TO RAFTER TOP CHORD) (CONNECTION ACROSS FLIP JOINT) (2)0.131 wiS F RMI TOSn u Min OR EWNNENT !0' WINgIE DETAIL 2A (FLIP STRINGER TO TOP CHORD) DETAIL 4A (KNEE WALL TO RAFTER) TME S TO FrrTOEE FROM PUTS RFfT DETAIL 3 (COLLAR TIE TO TOP CHORD) PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion DETAIL 4A -ALTERNATE DETAIL 4A -ALTERNATE (KNEE WALL TO RAFTER) (KNEE WALL TO RAFTER) A 71 v unirc —1 DETAIL 4B (KNEE WALL TO BOTTOM CHORD) e.urn.i ruC3 M m, TCP M.FAL Sm O%WMR FACH DETAIL 5A (RAFTER TO CEILING JOIST) DETAIL 6 (CEILING JOIST TO MATEWALL) DETAIL 4B -ALTERNATE (KNEE WALL TO BOTTOM CHORD) (6I0.131WMLS PER WMA, DETAIL 58 (CEILING JOIST TO WALL) USPRNIGf DETAIL 6 -ALTERNATE (CEILING JOIST TO CEILING BEAM) PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion Wind speeds lists are Vasd. Use 120 mph connections for 140 mph Wit. 276ft712-16' O.C. Rafter Connections Location Load Force Connection Fasteners Required Reference '•25 gs1' :-'47p8:.:;. .,@16in OC -'.40 gs1. `65 pit.":' @14 in OC '.� t`I! 0.131"x 3' toenails- ridge board to ridge boats NDS Table 11N ,60 gsl • 91 plf , @ 10 In OC r Ridge', Connection ' SO gsl ,:-175 p8., ;.-@8in OC (On Site) 10pmph- .2i5pit o ❑ 55Ua�.��tl�@#5 naris: (g a d ,strap}" g"rr7ss}tdg6 .a. ' 7 ttc�r�n: :.@481n OC ••n '+ i .SIv Will �:124mPh -� 71'plr .�_ Use Y91 x2,5 Q�de`a�h ��Of.3trap}`r /tUdss ride tkvin @181n oC ;, .- ,i Sheet6A �. rM124 mph ,,,'3)Y (SIf'4i 416;El OC„' 1 s 25 gsl. p-� 126 lb 0.131 x 3 face nails Into endgrain J 2 per roller; ��is ,! . -'40 gsl,-, 174 lb 0.131 x 3 face nails Into endgrain t,.,`3 per rafter.',.':: Q Rafter to Ridge Board B Rafter toNDS Q Flip Stanger Connection 80 gsl; ;� 242 Ib USP MP34 w1(8) 8d nails () - ',:1 pe( rafter '. rl Table llN 90 gsf'„, 308 Ib USP MP34 w/(8) 8d nails : rY per MW .!•a. t,• rµz �1, ;, ,�* -e2,5951 >,85, p1fCR 0.131'x3'toenails n•-5(aj9 nOq,',! .4Q gsl "1 tVy 0.131'x3'toenails N Top Chord Flip;a�BU'§SI Connection On Site NDS Table llN ;6q gSl !782 p1f '� 0.131'x3'toenails.�QSin �(t •i,E :,�,, ..,'-:Y30•plt; 0.131' x 3'toenails @ 4 in'10O vr>w„ .,w `; i .,;:; c •-r , ter;: ,100'mphs . ,2fSplt' g 1' 1}s'� 1'1)r �d8�x`r5 nails It ,r,+ i^ *M nYrap..•crb'3saddge r r, 48Jr1OCx.A— ar �0+ SMeetB a.: ,120 mph :3)1-pIU 1U1)'mph ,.-25}llf= 26 R: •apa�[yY]£e.;sf 0131'x2;5” $ p �id�b{�i): luidss rid e g A124mph �3f1 Qifna7s N Collar Tie Connection +�•c74,+A,&s:K^'iiifS�'`t 3h'ht'$ h E, k'i5F��sr��c s'�r aShr�e` e1: 7 100mph 2871b .i•:�xg- per rar ftrer 120 mph 415 ib BPer rafter 7 , m °0 Knee Wall 100 mph 2871b$x3 ,S&ews Toed OR, NO GOOD :• , USP t.S7A15 strap w! (10) 0.148x3 nails . 1 per stud Connection _.;:, _ Sheet 8. 120 mph 41516 i18z3? Screws Toed OR NO GOOD: ... USP•L$TA15$troPWl (10) 0148x3 nails "l per stud An equal or better connection device may be substituted for any connection device listed. If nails are of quantity that integrity of structural member is degraded - a alternate fastener must be used. Wind speeds lists are Vasd. Use 120 mph connections for 140 mph Vult. 276$712-16"O.C_ Raftor (nn ...firm. Location Load Force Connection Fasteners Required Reference v .100 mph... 287 Ib �, beanng lSlock fastened w/ �' p 131 x3 rJailB NDS Table 11 N ->c- -' 120 mph °,7.4151b q , ` Q v Alternate Raker �2S 9s1' 3871b ziyk` e_ ct a:'14'4; 4 a to Knee wall connection 5 ' : • e �^ n C'� t.y� %40 gst 549 lb { t ; .4,=t1s'� ,r�,x +y"�S`"" rinn BIN i-tas ened0`I31'tCJ`�tldifs x Ri' *.�pSjJ. i a{ M, "'%f2: NDS Table 11N 779 lb 'Cyax ` ':$ .�*P , ':. �; '��'frti3 c([1 *.`VJfC 8 �y Q t r a. a4ra y� `rgO e gs) 10141b �t £t"ze. kk , �x t 14 e it i'"`s� a Y +T; 7,' mph• 2881b QY,13 x2 naris eachsrd@ Q Rafter to Ceiling W5"Gifs"setlatesl)fga :'� rper}2ahe''q 1 i , + - '12O mph• 4151b 4 u) Joist Connection Site) v§�7f1B c_ sttle of rafter10 ih1+c �, s Sheetl 00 mph..2881b .:. ,7 x1 gar (On k�+fi rt, " jq'F,, 4 aX:1 Staples ;1z0 nS h '•�4151b 4. P :-' ,. ,, .�nf..� 7'41 f_... ...�v B •celi(ri ' fst'..`N sf , ;a P..,. a y„..: }r nynl0 1 '. OI ✓ L ✓1$�tl .4% A l.. "�+ t Yt -.>i t ��IWe,/✓F' Y i ke .4 u d 1¢ I t�'^�: '.}'} i „YjtrlC int A00m h1551b 2 per jolst.+'ev'itnl.` Co Gelling Joist to v 'trif.3� ll 31�s h, 1{�� w Connection r�t d p 313 oedarls+y�a:/rCT ? 5heet4 +�:12b mPb,-. r;2241b ,?,3PJe!3lnsGdtn's;.,kr. i,Mtq+ :k .;t. O,i3 riii� ee rt"dlinto�en graih:p,. a' k'`,.,°;i 3perjolst'fi•;'•"`��zpr �,�Srt+ .� ak 1,71 mph v3=rfi• Imo �j+j�ssm a'�r{[jj�(ry"xoruisl�hs V.3y..s , 'eau ,y y �{ k' m Celan Joist to 9 s1} . i c� 'w>sc6 YA.�s..„{n§�$,,,'f }- "toms ,, x,a it`- OG7"z11f'� . 0.s'µ 1'iay�v {xdDSTablpi"IP}'. , torz z Matewall 7 $T7',�ble- " n r :..;,r, •Oji? �(3'fdce"h'alls more rdgrArnis :'7 4 C ' j I� , - ,.,USP tffM0141*114 A 48"sE��ha(Js g v t JNr rFw a2 fitfiC5{i'et7,}'1;t4, s -e avt , t, wspf ;W+p3 6 10 'iTNb a 41 �t fr fi.• rv' dj rxi tsh`a 1' Vy. 25 gsil 5351b a 4 '�ra sint JUS28 � 649 lb +Y t_ JUS210 u t> � � �Ceiling Joist to a S i�7 i t • f ti , .• Q Matewall Beam USP �distXan�e� r 'i'IJ1A. �,609s1 8181b JUS210F. }80-gsl 9851b JUS210 PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion An equal or better connection device may be substituted for any connection device listed. If nails are of quantity that integrity of structural member is denraded - a aftemate fastener Wind speeds lists are Vasd. Use 120 mph connections for 140 mph Vult. Location Load vVForce Connection Fasteners Required Reference '47plf.:,(. 16 in '::'40 gsl 1 - :: 65 Ptt Q 741n OC:': �.`• g 0.131"x 3'toenails -ridge board to ridge .'60" 91 plf ,y % board101nOC:}.+� r NDS Table 1 I Ridge Connection x,80 0sl .115 pii.;,. " += (On Site) 100 mPh 252 ptt - )JSP'L TA15°Use'(12)01A85{2'$'naifs. 6 ( 20`mph w$65 t?tt..: -m •. t Pim i4 '` v .,. �eaXh Ludo sira 2' uoss.ruYg6. c ,. > x,:. r i F �. a - (o�'16 iR0(iF,s �'aiim ±atiheet6,�,t.._ �-�♦6GA♦S�p�C�"paUiY�USe iB)4�"IS1 5•' -. n a tn��`I6 �q�T'�� fiee '�'` °+JOOmph m25�p1C.`. e�l"30 dih t 365 Plh r nai(SC (4.t<arh�Pn$ bf 5trdp r,{AL7OSsge° CoJAin4c3�#.-t�, 126 Ib . ... 0.131 x 3 face nails Into endgrain raftel;•.�.xX;,y: Q Ratter to Ridge .409s1 174 Ib 0.131 x 3 face nails Into endgrainCM . e S pet rafted);�M F_ ad Board d Rafter to Q Flip Stringer t '60931 .S -. 2421b USP MP34 w/(8) 8d nails <� y,., NDS Table 11N ,.. Connection „� Cr1 perH�'fr, ?y;SO.gsl.:•% 306 lb USP MP34 Will) ad nails " ' -• „ yW.l Peffaffer>�rii? 25 gsl ; ` 5 Ptt: ; 0.131' x 3' toenails `' 00 JJ CgO yyS< S91 plf. �,; 0.131'x 3' toenails - E--1 0.131' x 3' toenails �: (a� 51rt'OC,�.?�,�,^u' kr NDS Table 11N N Top Chord Flip{,Oy Connection ,R 4O p1f;, 0.131'x 3' toenails rr� 1� : Cd1=fr(.00y; firs{ •+. at �' {,: ",:,�,u e.q;. "' `, ,•4 �9 i:.',t u' I,i'. (On Site) p''1g91i]PT 752pff USP {.$T7i15 UsF�'�12)0.148 x2�/talis (6 rxrzH r(D 321p�bC ��,�"'b f 4� ann«�; 5920 ph •.865 pttr . o r��'"Path (end df3h'ati) i-:, io'rid99.'F r r- .- ua �gf8� �*,r' ' !, 7,l mph ti: 2$2 p1F �2�GA'6apaPd1xSe§)M1 x751 'nbils( +�' a3� 141fiOC.ftL a`]+y;Y- dro; h 8.�,,,. -120 mph "B65 p8.,. each'QiW"rsi'i"apl}`4'' o$s'Mge 'r t+. -NO GOOD',, e }f'.ai N'Y1'Xk 100 mph:3§7ro conaria r hY v, ♦�s r4 , r 4131 .:6 per ra8er>.,�rj,f.�. , ; .. Connection k 3 facern�Js +t 4�+S+h �j ` .120 mph -- 486 lb S per rafter,. s ' 100 mph 337 lb - #8x3'.$crews Toed DR .. .' Nma Vm ad Knee Wan USP LSTA15Strap w! (10) 0.148x3 nails :: 1 Q Connection ... S1h r 120 mph . 4861b #8x3' Screws Toed OR NO GOOD ;f USP LSTA15 StrapW/(10) 0:148x3na113"'. tper stud - PFS Corporation Northeast Region APPROVED John Baker An equal or better connection device may be substituted for 1022/2018 any connection device listed. Approval limited to If nails are of Quantity that intenrity of structural m.Mh.r IQ n —A -A - .,u,........, u....____ _.._. r__ ..__.. Factory Built Portion Wind speeds lists are Vasd. Use 120 mph connections for 140 mph Wit. 276W`12-116"O.C. Rafter C_nnnorennc Location Load Force Connection Fasteners Required Reference .Q 100 mph :337 lb 3 2x bearing block fastened wl 0.131'x3'Nails '1. NDS Table I I N 1,20'mph ,..48616 iJ it {r Q et Alternate Rafter 2 5gal 387 lb ✓ --+ 4 =«r♦k, "', to Knee wall .• +t '^ 40 get 54916 Q connection �� , �2x`6tbanrigblorJtpas�en w! r I '„Q`131W Nails r�l! ^ NDS Table 1 I '0$ k 77916 •e r601je1 10191611r i yvH.y. '.S-' :. s .li•,.. fi� t''ie 'i Yii: �. i -... i. -i .vi 106mph, '33711 ; t 9 D i t3 x2 Ytalls etch s��e Q Rafter lo Ceiling n9 ; r 2 7/16 WSP Gu3set plates 1 oa side, of () f I �• ' Per ,g •y .r r< ki 720 Mph 487 Ib 4 N Joist Connectlon rafter (chi B irtbc" aF'{.,Er is . (On Site) 1.00 mph 33716. c ,, g x 1 2 X t, ga aj �• rt1C1 t. r '. 2omph, ' 48716: ceilin 4isf m Gelling oist n b�'aa4k 1RI it ,. m TO Watl Plateto 2 Jbr •n .,_cperrn 1Ff, eet4' Connection ni•20 mph t 26216 tS .£?,��n St ,: .k:`Y11"3tr6C3��ap'e'S'oll�in�`.f'nrtl0�in y,•�o 'Y rH t'.'3 PCr,idlst�';i,`,"�s +�` F :ye y�, 3 i iyQit'n'iph USP LSTAtastt'dPl 14D148 3 ailsO °OC tr- ig3 W. ,[n'3•e 7p6"OSelfglHa°v`etiep'S�i!' )ro`Ysoi0931"x2,sitifn Gelling Joist lo"v W-1: Matewatl 'taloa 4 ., „` 07311X3 Halls Intondgraln �" sS PerJoist3't"i TM ee.t "i20mih 33i tS7A18stIle T(1,4) gB'x34x(ilei c w' 521n PC apt';#`,",`,, .. a ot;"' Ib 7(16'`O$B7Pl,Y Overlap w/(),(;ot y@Of Q'131�t'L5 �+.* .•T a�'z L`i t`)" i1 3 {xar.. M QI 41 t r'r 1.1265 +'r 9.y i� t t•?Dms.''rtsi a" M q 26 gsl 535 Its JUS28 C ! ��° 1E " -40 •; 649 Ib�` gsl . r� p JUS210 t -^"Qt , +, Ceiling,joist to IJSP Joist hanger `'bOgsl 81616 JUS210 Q Matewaft Beam °) �atl�i. r •` "$0 gel 985 Ib JUS210 PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion An equal or better connection device may be substituted for any connection device listed. If nails are of quantity that Integrity of structural member Is degraded - a alternate fastener must be used. Wind speeds lists are Vasd. Use 120 mph connections for 140 mph Vult. 2768712-12" O.C. Rafter Connections Location Load Force Connection Fasteners Required Reference 0.131"x 3" toenails - ridge board to ridge - ;.,. : 2board NDS Table 11N Ridge .- Connection - -566'so1: 144 plf ,(� 6 in OCuSPLsTA1Sy-t5�,r (on Site) 36� `na75 S1,1eF6Ai.i :317 PIf j4 eatli'erd ofsvas Ao}o5'�,�14zi, aiY', a .,. }5_ Rafter to Ridge { Board & Rafter to Q Flip Stringer ire ..� n<'•y. "' NDS Table 11N Connection '.. 2881b USP MP34 w/(8) 8d nails w ',•;l per rafter :i--� yT,2. u ft Ilw n dii. r ;; � NDS Table 11 N N Top Chord Flip Connection (on Site) 0.131'x3"toenails , ;.y�3in OC ,'';, ,a' i7QAjbP7t 21¢blt USPI.STA15 �lsez(12)Or148,�'xi5iai)s f'(6 ' [idA81nAC i° t ""y}p ; het � 0,iRs i ``�A19_ lY e, a �, R o each end;'fstra hACm dyeq;, .� _ }�i P� xEi # r : `Q 38 In�C r 'i. 'S, x la?# i.a CW ,. YQd�phx u-215 If -� D S � ., , r 4, (8) 6.131125 �aJs f,('4 e5ci nb bfstrap�` „ .c ..,-.@241r10C .F '� . „;. f �. ?�Oh 311 Wf {1s 9crdssld{g Y h. p$deef S C� 12 in Oc ,i t a t Collar Tie 5q .2 1 tiPh:' '15 lb ,i � e°f Connection r rr , 0.131'x3 face pairs :6 Per rafter:r' i spa �,� _.. ` 1" y ' 120mirihs 311 Ib 6 per rafter 'i . y m- 160 mph -215 lb #80" Screws Toed Toed OR ,. NO GOOD 9' ,a Knee Wall ,". •:. - USP LSTAYSStrap wl (10) 0:748x3 nails . 1 per stud_: Q Connection SheetB ;, 120 mph 311 lb #8x3"Screws Toed OR '.NO GOOD USP LSTA15 Strap w/(tO)O148z3nails .; 1Rer stud An equal or better connection device may be substituted for any connection device listed. If nails are of quantity that integrity of structural member is degraded - a aftemale fastener must be Wind speeds lists are Vasd. Use 120 mph connections for 140 mph Vult. 276ft712-12" O.C. Rafter r...... #1....� Location Load Force Connection Fasteners Required Reference r _ 100mPh f 2151bn .. 2 ,. . -- 2x bearing block fastened w/ . - 0.131"x3- Nails NDS Table 11 N lzompn :;a11 ro::. a Q Alternate Rafter to Knee wall"- 4 U—:1 Yh ti`�K Conrtet6on 1� 2>i beanng block fastened Yyl ti' 0 TI81 X3 'Malls `.' NDS Ir 11t i• ffi4 Table 11N Y 3rvjr a _`1� Fe 1 4V,^'s a� Ic iIo 4 V, �n' �?„1? -i3.10UtJs�4; 57 lb 4 .:. .. .. ga.Qf)thphx 216lb 4 A131k3 nails each side -. Q Rafter to Celtirg Joist Connection g v r� kY (2)7/16 MIR Gusset Plates it ea side of per Rafter.: - • :. a120m •'3121b '4 (On Site) ti 90xnphl •27816 - c -.rafter �121n om 1, 1•' n�et4{�,�,._ 4 x a ga Y staples each s1Ce Per r �y 020Ah i ceiling Joist ' 1 IfA .j\fllg Ceiling Joist to 3tY(W' 4'trl''tlitl` l..A t y 1 1 Y YM, i 'JY hfk to Wall Plate iY } Yd1�31 1f3 tvGllal).4 "T"S ��Wk �^ aQ YNlnea6an 11"4t 730 mph,p�W 1681b C `$— 1; Y 'tom1 i,�c 5 , : ":2±)i 1`.; 1 ;2 Per )oist� PC%�,",:.�' E -1q OiDi z3',facepallslhto'.gndgraln�hC'"." ne "., -'2Per Joist' a a I jn.er USP LSTA98 stra`P w7;(14)0.'i4$x4Ji'Og' Px, yl ,y io3 A8tA DC, `%YIl "��e+,i �h� zn ,.94nP q-1 AA lb . T/1`6".OSBIPLY overap{v/(2)rowg101s1fic215 'a�tr s3k4 ,a m Ceiling Joist to '+.e ` Halls �`�' '! h m - . NOSTa6YtelhN= Matewallft lane ailslnto'n rain ,kit dj * r .1 '�'Perloist , �: ' &Tatsfe fix; s01np}I �b:9x,tlails k r y>u+ USP LSTA18strep w/ (*P-11 QF,j 1 h6+n C)C I;. c , .a2 7/1OSBIPLY'ovetfapWlp�i'p �('w'(0;13�1 x2-5 "F`'�r1M # i k nails Atli in ul t n Ceiling Joist to -' T. Q Matewall Beam USP Joisthanger fd m, . joo �sl; 901 lb JUS210 PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion An equal or better connection device may be substituted for any connection device listed. If nails are of quantity that Integrity of structural member is degraded - a alternate fastener Wind speeds lists are Vasd. Use 120 mph connections for 140 mph Vult. 27M712.12"O.C. Rafter Connections Location Load Force Connection Fasteners Required Reference 0.131' x 3" toenails -ridge board to ridge boats NDS Table 11N y� s Ridge Connection (On Site) 7t 74� ';:;�00 gs1'�a, nr•,jb4 plf,-:-@6112 OC, ,. 100 mph 252 p1fy �S USP LSTAi5: Use (12)'O.i48'$l25°nails :(8 • eaendo fstrapj iCo1361n OO,; 5h eel 8 ' 720mph }x-65 p1t x +m1Q11 mph x x52 R{fha 2 p 1t 6GA Sins p, Capaaty s Use,(8) 0� 131 x2'5 nA,14 (4 a entlnr$traF "£°Across tld9e ' '-@'12 m LC l'S,hee{'6A 9 < <• @121n O -C Q Rafter to Ridge Board & Rafter to Q Flip Stringer Connection y, '� NDS Table 11N 288Ib .. USP MP34 w/(8) 8d nails � ,1 a, w'pt Per railer N Top Chord Flip Connection (On Site) .S N NDS Table llN AM �� hi �� 4R�. t ` �) ' r, ,, 1C �e.•y� �,,, o , A- a t C?P.9 gu n '288 )31(a = 0.131' x 3" toenails , ;@ 3)n OC „�_o. ""T00mpH=��'2,52p1f; UsPLSTA1S"'til 2)il'�4'x�l,Tj"nails::{6 .� ,ea�hen�ofslrBp) strtdge .;y -, -`1�36InOC 241/2 OC f '¢hebf8fofr., xSA.00"rnpJy u {r.,5�$jrl(°; '(8) 0 t31'%2.S mads Z4'�'a"'arBiitl,'o stray , lyse F.A4 d9el ms s: r ,+ "F(rg 12 b1 QC @ 121nbc, &r}logl z �q"$„30 mph s . 6 65 p1i ;, M Collar Tie..�6 Connection `. 0.131 k 3 face n38g v t Sheaf 7 per rafter '. ',.,,- -, .:365lb -,_ ' :120mph -, ' 6 per rafter m100 V oD Q Knee WallUSP Connection . .Sheet 8 mph 2521b t #8x3• Screws Toed OR :,• NO GOOD LSTA15 Strap w/ (10) 0148x3 nalls" .. .,. l per stud _ . � V ' 120 mph, 3651b #8x3' Screws Toed OR NO GOOD . • USP LSTA15 Strap w/{10) 0.148%3 nails 1 per stud An equal or better connection device may be substituted for any connection device listed. If nails are of quantity that integrity of structural member is degraded - a alternate fastener must be Northeast Region APPROVED John Baker 10/2212018 Approval limited to Wind speeds lists are Vasd. Use 120 mph connections for 140 mph Vult. 276W12-12^O.Q Raeer Cnnw�H....� Location Load Force Connection Fasteners Required Reference .,100 mph"2521b - a .; - >, - 2. .. v 2x bearing blockfastelled w/ : '�. 0.131'x3' Nails NDS Table IIN •,.- - R '; 120 mphv '---365 lb .� Q Alternate Raker 77777 to Knee wall 1' it ;i+ Q connection ".. .. Z• - 1 '1�t7 p. ti�anng bbc�ic tai}gnedivf '•' .;�. ''0131"x3"Nails ' CMS H' . NDS Table 11N *rIhrt c TOOgsi�; 957 lb 10 t00 mPR 2 0131'x3' nails each ske ' Rafter to Ceiling Joist Connection � `-a (2j 7/16 WSP ussePdtesx (1)asd - Pei Rafer _ • < .120 mphQ ;O651b 4 (On Site) `. rafter (a�t2 fn aC t rr Sheeb f rn3�61b ^ �. 4 r4 20tnM 651b syu ��..,{ , q ;� pfes'each Side per. 1, -. 1 rC'1�f t "� s r5 , acei6n isl : f r Ceiling / ZT,.� Joist to Wap Plate •900smphtF -. 7"13011>: s 0131 Yoehasr �' xx 1' 1';j2 Per joISY = ; W ysig1; Y{ Connection}JV . Sheetf 4 tin. 4 i! s♦ d? e� ;r ,a 0131'x3; feceflallsiplo endgwin ' ` :9 Per pest E X a it 1 +�. t 10t)glt i t ,rrr�^ts. 11SP LSTA78sVap w!(Y4):0�`;148aiPs'ORj 'i + �{1ij 46m OC' -,s;1�416 •; ,'? d„yC j 7116',OSBIPLY overlap vi ( ) r ws T 31id5 :" h ` � Ceiling Joist to 4�'i'Fw,FnaYst* - tt'”;-„Tzr �'r,rj.`�TinOC, a yt ro Matewall`+ .�• ,. &+4 i*� o r NDS'1'abl� 1117 BYabte 14t5: i �? 2,j, v , 0131 x3'Tace nallsAnCP'`SOd9n� Fid - s s q,,, r4 Perjoist L 1 < �„w t f `° �' 1�.3'E •. USP LSTA18 strap w! (1q) 01x8."x3.?�ils,D�! �e �y § 'f'�@384h 1 %!• 0C iCi t� 1 nr,.nx1 < �. iv •4F�k 1{�fs n� y F 7116 0S131PLY64daP w/(2)rtiws'�ofa 5'3T�' p �" t01n OC- as +•'r- Ceiling Joist to Q Matewall Beam USP Joist hanger NIA - '<'100 gsi't 901 lb JUS210 PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to An equal or better connection device may be substituted for any connection device listed. Factory Built Portion If nails are of quantity that integrity of structural member is degraded - a alternate fastener must be used. JOB A16854 26'-0" GARAGE SHEETNO. STD OF MW CALCULATED BY _ - DATE REVISED Calculation Procedure rII s- , X40 J psf INPUTS 10 -'�2 psf Location: MATEWALL "- Supporting Roof: 6 a x psf Number of Floor Supporting 0 Cape Roof: ! 'NO Simply Supported Rafter: NO Reaction from Truss or Rafter = 649 Ib Truss spacing = r16 " in o.c. Unit Width = 13 ft Roof Live Load / Unbalanced Snow Load = 35 psf Roof Dead Load = 15 psi Roof/Snow Load = x`486.8 pif % Roof Live Load '4'76.6.'J' % %Roof Dead Load30 OI 10F µq % Attic Live Load ,y" 0 0 % �.� o� DAVID E. .. BILLINGSLEY Load Cases O CIVIL No.47769 1. D+F CONSTANTS Floor Live Load = rII s- , X40 J psf Floor Dead Load = 10 -'�2 psf Wall Dead Load = 40„plf Ceiling Dead Load = 6 a x psf Note: Select 15psf Floor Dead Load when supporting tile floors or stone counters Required Deflection Criteria Live Load = L / 240.11' # Total Load = +i PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 L Approval limited to ry Factory Built Portion 11 Duration food Members = u” 146,11' -� plf Cd = 0.9 2. D+H+F+L+T �� '""146.0'`pif Cd=0.9 10/22/18 3. D+H+F+(L,orSorR) = rh 4868 =PIf Cd=1.15 4. D+H+F+0.75(1-+T)+0.75(L,orS or R) = 48681:I'll;P1f Cd=1.15 5. D+H+F+(WOf0.7E) = 146.4',}iPlf Cd=0.9 6. 0+H+F+0.75(Wor0.7E)+0.751-+ 0.75(1-, orSorR) _: 4016;r'ptf Cd=1.15 7• 0.6D+W+H = s $76`<, plf Cd=0.9" 8. 0.61)+0.7E+H = 87,.6 .,Plf Cd=0.9 Check the highest load for each load duration factor when sizing wood members. Check the highest load and apply no load duration factor when sizing steel members. I A PFS Corporation HOF uqs Northeast Region AVID E. APPROVED (zj(B,11U-INGSLE John BakerCIVIL psi €a o.47769 10/22/2018 < Approval limited to NAL e Factory Built Portion Beam & Header Spans --- 10/22/18 JOB 16854 26'-0" GARAGE BEAM SHEET NO. STD OF MW CALCULATED BY DATE 10/19/2018 REVISED a, Al= 10800, -int Section Modulus, S1 „324:00=gins k,-�, a, A2 = 000 (n2 Section Modulus, S2 000 Ina Beaml = 100.00% psi €a i 0 z PS E2 1, t Psi 0 No.]/No 2 NA Id Duration Beam Stability Size Factor Reoetitva Factor ,., X1.15 :y CL art OG` CF7 = ,-0,95 <'{ i CRI = 1 00: u,....�...+sxa. CF2 = 1 00. a' . CR2 Moment of Inertia 11 = 00 ; in" Moment of Inertia 12 + 0 Ob , In Deflection Criteria delta LL = delta TL = 7 c'yE mr Moment Deflection Load Share 6 .°; 285 r1psi psi Nol1JNo.2: :. Ndii Beaml = 100.00% psi Fbz i 0 z PS E2 1, t Psi 0 No.]/No 2 NA Enter Beam w/ Largest Quantity In 01 Moment of Inertia 11 = 00 ; in" Moment of Inertia 12 + 0 Ob , In Deflection Criteria delta LL = delta TL = 7 c'yE mr Moment Deflection Load Share 6 .°; 285 r1psi psi Fye = H M y 2750 -j 7 �Il psi E1 i '20000 0000:; psi Beaml = 100.00% psi Fbz i 0 z PS E2 1, t Psi 0 Beam2 = 0.00 NGl 4' tf` i ; ' s f stud I � 4.i "=F Load w F'y 486 „ ' 4 . strolOng plf x Allowable Length = in Actual Length Needed = 277.0 in action at Each End = 5617.9: Ib Minimum Bearing Length Required = 2.2 a ;`- ;: in x Deflection = 0.533 in BEAM FASTENING REQUIREMENTS Species & Grade Number of Matewall Column Studs Per Box Max 8ft Tall Column Max 9ft Tall Column 2x3 2x4 2x6 2x3 2x4 2x6 s f#2 NG. :il: 3 ", 2s., NG .' 3. 24', sf#3'2r NGl 4' 2 %< s f stud 414G sp#2 NG ="` 3,".2 :. NG"•; ' 4 . " 2.; CONDITION 1 - TOP LOADED - 2 TO 4 PLY BEAMS 12" deep or less - (2) rows of 0.131"x3" nails @ 8" o.c. > 12" & < 18" deep - (3) rows of 0.131"x3" nails @ 8" D.C. > 18" deep - (4) rows of 0.131"x3" nails @ 8" D.C. CONDITION 2 - SIDE LOADED 2 -Ply <= 465plf (2) rows of 0.131"x3" nails @ 8" o.c. 2 -Ply <= 700pif (3) rows of 0.1 31 "x3" nails @ 8" o.c. 2 -Pty <= 870plf (2) rows of 1/2" Bolts @ 12" D.C. 2 -Ply > 870plf (3) rows of 1/2' Bolts @ 12" o.c. 3 -Ply <= 350plf (2) rows of 0.131"x3" nails @ 8" D.C. 3 -Ply <= 525plf (3) rows of 0.131"x3" nails @ 8" o.c. 3 -Ply <= 650pif (2) rows of 1/2" Bolts @ 12" o.c. 3-Plv> 650o1f (3) rows of 1/2" Bolts 61)12" o.c. ite: Stagger fastener rows and locate fasteners minimum from all ends and edges. Space rows equally apart rtically. Fastener spacing is per row. JOB At 6854 26'-0" GARAGE SHEET NO. STD OF CALCULATED BY - DATE REVISED SW Calculation Procedure Roof Dead Load = INPUTS Roof/Snow Load = CONSTANTS Location: SIDEWALL Floor Live Load= 40 `; psf Supporting Roof: 4,i XES r k Floor Dead Load = 10,f a psf Number of Floor Supporting 0 Wall Dead Load = 62,1 pif Cape Roof: i NO r Ceiling Dead Load = !� 6q psf Simply Supported Rafter: NO Note: Select 15psf Floor Dead Load when supporting tile floors or stone counters. Reaction from Truss or Rafter= 757 " Ib Required Deflection Criteria Truss spacing = 16 in o.c. Live Load = L/ 240 Unit Width = 13 ' ft Total Load = y L l 180 Roof Live Load / Unbalanced Snow Load = 35 psf Roof Dead Load = 15 psf Roof/Snow Load = 67. x567:88,k If • Roof Live Load 70 ni % % Roof Dead Load 30 0`I0% a1 % Attic Live Load of o`er 0AV�c�G Load Cases 1. D+F 2. D+H+F+L+T 3. D+H+F+(LrorSorR) CIVIL No, 47769 10/22/18 4. D+H+F+0.75(L+T)+0.75(LrorS or R) 5. D+H+F+(Wor0.7E) 6. D+H+F+0.75(Wor0.7E)+0.751-+0.75(Lr orSorR) 7• 0.6D+W+H 8• 0.6D+0.7E+H PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion _f 170 3.,1 pif 170.3 plf _ pif pif calf _ 4�68'4r pif pif _ 102.2; ;calf Check the highest load for each load duration factor when sizing wood members. Check the highest load and apply no load duration factor when sizing steel members. 0 . Load Duration for Wood Members Cd = 0.9 Cd = 0.9 Cd =1.15 Cd =1.15 Cd = 0.9 Cd =1.15 Cd = 0.9 Cd = 0.9 ' PFS Corporation Section Modulus, S1 Northeast Region aoF4uv� APPROVED DAVID E. BILLINGSLE' John Baker 0 CIVIL 10/22/2018 9 0.47769 Approval limited to CD r'115't CL = Factory Built Portion NAL Beam & Header Spans — --_ 10/22/18 Beam1 = ' 2x6 Speciesl ,`„ .' " S IJone,'; Species2 LVL (Per Box, Qt 3'd1 I 5; . ...I in ( Per Box, Q2 = 0 � d2 'j: �: 1,4 ; in JOB 16854 23'-0" 7l SHEET NO. STD CALCULATED By OF SW DATE 10/19/2016 REVISED in Enter Beam w/ Largest Quantity in 07 in Area, Al = 2475 s! inZ Section Modulus, S1 22 69 ' in3 Moment of Inertia 11 S2 39 In Area, A2 = u ' 0 00 in Section Modulus, S2 OAS 'ins Moment of Inertia 12 0'00,.'. ''4 n Load Duration Beam Stability Size Factor Reoetirie Factor Deflection Criteria CD r'115't CL = 1 OOMt CFS d CRS _ 1 15 ;_ delta LL 240 `}00'1' � CF2 = 1 CR2 = i ! 00 - delta TL = 180 Shear Moment Deflection Load Share F", 135 " psi Fbi 4"75 psf E1 = 1400000t{{ psi Beam1 = 100.00 F.2 3Y 0 z � Psi Fnz Ok, l psi E2 = ��, Psi Beam2 = 0.00 % Y� y, rl �,.. w! ' Controlling Load w 587 8 plf Max Allowable Length = 4 .5 ""'"...'.V 76.0 in Actual Length Needed = 76.0 in Reaction at Each End = 1797.9 ' k Ib Minimum Bearing Length Required = 0.9 ' `' in Max Deflection = 0.235 in BEAM FASTENING REQUIREMENTS CONDITION 1 - TOP LOADED - 2 TO 4 PLY BEAMS 12" deep or less - (2) rows of 0.131"x3" nails @ 8" D.C. > 12" & < 18" deep - (3) rows of 0.131"x3* nails @ 8" o.c. > 18" deep - (4) rows of 0.131"x3" nails @ 8" D.C. .' r CONDITION 2 - SIDE LOADED 2 -Ply <= 465plf (2) rows of 0.131 "x3" nails @ 8" o.c. 2 -Ply <= 700plf (3) rows of 0.131"x3" nails @ 8" o.c. s,' i , }m5 2 -Ply <= 870plf (2) rows of 112" Bolts @ 12" D.C. 2 -Ply > 870plf (3) rows of 1/2" Bolts @ 12" D.C. Species & Number of Jack Studs Per Box 3 -Ply <= 350plf (2) rows of 0.1 31 "x3" nails @ 8" D.C. Grade 2- )IY Header 3 -ply 3-plyHeader 3 -Ply <= 525plf (3) rows of 0.131 "x3" nails @ 8' D.C. 2x3 2x4 2x6 2x3 2x4 2x6 3 -Ply <= 650plf (2) rows of 1/2" Bolts @ 12" D.C. s f #2 2 1 ' t 2 3 -Ply > 650 If 3 rows of 1/2" Bolts 12" D.C. s f #3 2 ".1 1 2 1 e 1 `; 4 -PI 3 rows of 1/2" Bolts P 12" o.c. SO stud I< .2 1 ' 1 2. " !, " : ' f`:. Note: Stagger fastener rows and locate fasteners minimum sp#2 1 2 1 1 2 1 1 ", 2" from all ends and edges. Space rows equally apart vertically. Fastener spacing is per row. Load Calculation Procedure INPUTS Location: Supporting Roof: Number of Floor Supporting: Cape Roof: Simply Supported Rafter: Reaction from Truss or Rafter = Truss spacing = Unit Width = JOB A16854 23'-0" 7/12 SHEET NO. STD OF SW CALCULATED BY DATE REVISED CONSTANTS Floor Live Load = psf Roof/Snow Load = r40 Floor Dead Load = 10; psf Wall Dead Load = 62 pif % Attic Live Load irii ° /o 1N 0 OF 's,� Ceiling Dead Load= 6, ` sf Note: Select 15psf Floor Dead Load when supporting tile floors or stone counters. 687 Ab Required Deflection Criteria " i'16 In o.c. Live Load= L / 240 13 ft Total Load d L 1180 , Roof Live Load/ Unbalanced Snow Load 35 psf Roof Dead Load = 15- psf Roof/Snow Load = 515.34plf Roof Live Load70.0 ,, % Roof Dead Load 30 0 % Attic Live Load irii ° /o 1N 0 OF 's,� YO Load Cases 1. D+F 2. D+H+F+L+T 3 D+H+F+(ttorSorR) PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 pproval limited to ctory Built Portion = 10/22/18 4. D + H + F + 0.75(L + T) + 0.75(L, or S or R) 5. D+H+F+(Wor0.7E) 6. D+H+F+0.75(Wor0.7E)+0.75L+0.75(1, orSorR) 7• 0.6D+W+H 8. 0.6D+0.7E+H k6 1 pif 154.6 plf _ ! 515,3,',V;� plf 515.3; !plf 1546!^pif - S 4251 ,0 plf 92.7'`, plf plf Check the highest load for each load duration factor when sizing wood members. Check the highest load and apply no load duration factor when sizing steel members. 0 Load Duration for Wood Members Cd = 0.9 Cd = 0.9 Cd =1.15 Cd =1.15 Cd = 0.9 Cd = 1.15 Cd = 0.9 Cd = 0.9 JOB 16854 7/12 2S-0" SHEET NO, STD OF MW CALCULATED BY DATE REVISED Load Calculation Procedure Roof Dead Load = INPUTS 15 ' psf Location: ; MATEWALL Supporting Roof: , YES R Number of Floor Supporting 1 Cape Roof: 27 3% Simply Supported Rafter.vw NO Beam located in Ceiling: OF Mqc Reaction from Truss or Rafter = 687 Ib Truss spacing = i16 `• in o.c. Unit Width = 13 it Roof Live Load / Unbalanced Snow Load = 40 .I psf Roof Dead Load = Ll 360 ) 15 ' psf Roof/Snow Load; 515 3 -,plf % Roof Live Load 72 7 Northeast Region % Roof Dead Load 27 3% %Attic Live Load 0.0 J % OF Mqc Approval limited to �lN Factory Built Portion Load Duration o� DAVtD E. Load Cases o ,81LLIN 1. D + F IL CIVIL ' ti� a�zreo CONSTANTS Floor Live Load = 40 � psf Floor Dead Load Wall Dead Load °140 . PIf ,fir ti�, Ceiling Dead Load = ( 6 psf Note: Select 15psf Floor Dead Load when supporting tile floors or stone counters. Required Deflection Criteria Live Load = Ll 360 ) Total Load PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion Load Duration for Wood Members s 245 5, k pif Cd = 0.9 2. D + H + F + L + T 1�T 1 'NR Nnl NG %� = 505.5 :,' pif Cd = 1.0 3. D + H + F + (L or S or R) 10/22/18 ---------------------- pif Cd = 1.15 4. D + H + F + 0.75(L + T) + 0.75(Lr or S or R) = 7216plf Cd=1.15 5. D+H+F+ or0.7E Mr ) = 245.5' d,` pif Cd = 0.9 6. D+H+F+0.75(Wor0.7E)+0.75L+0.75(1 orSorR) — 7216:' If .._.asx�.. P Cd = 1.15 7. 0.613 + W + }{ = 147 3,. r: Plf Cd = 0.9 8. 0.613+0.7E+H = 147.3 pif Cd=0.9 Check the highest load for each load duration factor when sizing wood members. Check the highest load and apply no load duration factor when sizing steel members. PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 F limited to uilt Portion Header Spans y�H OF st4 JOB 16854 7/12 23' -0" DAVID E. cyc SHEET NO. STD OF EXT LLINGI y k s f F CALCULATED BY DATE 7/26/2017 CIVIL v, Fp2 T' p psi E2 No. 47769 REVISED 10/22/18 Beam1 = ' 2X10 s Speciesl , SPF a << Gradel Beam2 = None Speaes2 LVL Gr Quantity Per Box, Q7 = 2 dl I � 9.25 -,,,FF'., in �bl : ,,,<z Quantity Per Box, Q2 = 0 d2="_000' r i in b2 ea, Al.`;int v :a, A2 = 0 00 >, y ins id Duration Beam Stability 11'15 n CL 1:00 t Section Modulus, S1 = Section Modulus, S2 = Size Factor rt CF7=,110 CF:- 100,< Enter Beam wl Largest Quantity In 01 ins Moment of Inertia 11 = 197.8 6 1n4 ins Moment of Inertia 12 =k _;0 00 3 in Reoetitve Factor CRI = j1 W1, CR: _ ' .1.00;+; ear Moment Deflection 'psi Fpr 875'i psi E1 1 k s f F ` , . <^ 0 psi Fp2 T' p psi E2 s ( stud LILGL LNG ILLL , Ttrolling Load w c721. -6,f,;:1 plf; sp#2 ;NG: "'':2 ''2 Max Allowable Length =-Z9 4 tj? in Reaction at Each End = 3111 d r 1Ib Max Deflection = 0.324 .; in Deflection Criteria II delta LL = delta TL = Load Share psi Beaml = 100.00% psi Beam2 = 0.00 % Actual Length Needed = 103.5 in Minimum Bearing Length Required = 2 4.?. in Species & Grade Number of Matewall Column Studs Per Box Max 8ft Tall Column Max 9ft Tall Column 2x3 2x4 2x6 2x3 2x4 2x6 s f#2 4 :'i'2 1!; SO #3 NG' s ( stud LILGL LNG ILLL , LLZL LNGS%.. sp#2 ;NG: "'':2 ''2 ,"NG,;: BEAM FASTENING REQUIREMENTS CONDITION 1 - TOP LOADED - 2 TO 4 PLY BEAMS 12" deep or less - (2) rows of 0.131"x3" nails @ 8" o.c. > 12" & < 18" deep - (3) rows of 0.131"x3" nails @ 8" o.c. > 18" deep - (4) rows of 0.131 "1 nails (e. 8" o.c. 2 -Ply <= 465plf (2) rows of 0.131"x3" nails @ 8" D.C. 2 -Ply <= 700plf (3) rows of 0.131"1 nails @ 8" o.c. 2 -Ply <= 870plf (2) rows of 1/2" Bolts @ 12" D.C. 2 -Ply > 870plf (3) rows of 1/2" Bolts @ 12" D.C. 3 -Ply <= 350plf (2) rows of 0.131"1 nails @ 8' o.c. 3 -Ply <= 525plf (3) rows of 0.131 111 nails @ 8" D.C. 3 -Ply <= 650plf (2) rows of 1/2" Bolts @ 12" o.c. 3 -Ply > 650plf (3) rows of 1/2" Bolts CD. 12" o.c. 4 -PI 3 rows of fastener Bolts rows a d o.c. Note: Stagger fastener rows and locate fasteners minimum 2" from all ends and edges. Space rows equally apart vertically. Fastener spacing is per row. PFS Corporation Northeast Region APPROVED John Baker Approval limited to Factory Built Portion Beam & Header Spans = 2x6 Speciesl - .. = None Species2 „; LVL ." P , V Per Box, Q1 = 3 d1 - 5 50 u °f in V Per Box, Q2 = 0 d2 r s�. p 001in Y a, Al = r .;24.75 :a, A2 = 0.002 Id Duration Beam Stabiliri 1 15' CL = 1.00 F., ," 135; `r psi Fn Psi ' * t Controllina Load Allowable Length = :tion at Each End = Deflection = JOB 16854 23'-0" 7/12 SHEET NO. STD OF SW CALCULATED BY DATE 10/19/2018 REVISED Section Modulus, S1 = 22.69 a„ in Section Modulus, S2 = 0.00 in3 2 I Header 3 I Header 2x3 2x4 2x6 2x3 2x4 2x6 s f #2 2"" Size Factor Repetirie Factor CF1 =0", CRt = 1 15r CFz = 1.00; CR2 = 1,100 Moment Deflection Fpl rk, psi E1 = 1 psi E2 r ° w 5153 a plf 'in Actual Length Needed = 1711.1 Ib Minimum Bearing Length R Species & Grade Number of Jack Studs Per Box 2 I Header 3 I Header 2x3 2x4 2x6 2x3 2x4 2x6 s f #2 2"" 1 1 2 1. `1 s f#3 2" 1- 1 2 1. 1:` SO (stud 2 1 1 2 sp#2 2 1 1 2 1, ,1 Enter Beam w/ Largest Quantity In Q1 Moment of Inertia It =62;39, -^i;; -in' ..I Moment of Inertia 12_' 0 00 � _ # ,in Deflection Criteria delta LL = i 2 delta TL = 11 Load Share psi Beaml = 100.00% psi Beam2 = 0.00 % 79.7 In :d = 0 9 , a1 In FASTENING REQUIREMENTS 1 - TOP LOADED - 2 TO 4 PLY I12" deep or less - (2) rows of 0.1 31 "x3" nails @ 8" O.C. I > 12" & < 18" deep - (3) rows of 0.131 "x3" nails @ 8" o.c. > 18" deep - (4) rows of 0.131'x3" nails Crit 8" o.c. 2 -Ply <= 465plf (2) rows of 0.131"x3" nails @ 8" o.c. 2 -Ply <= 700plf (3) rows of 0.131"x3" nails @ 8" o.c. 2 -Ply <= 870plf (2) rows of 1/2" Bolts @ 12" o.c. 2 -Ply > 870pif (3) rows of 112" Bolts Crit 12" o.c. 3 -Ply <= 350plf (2) rows of 0.131 "x3" nails @ 8" O.C. 3 -Ply <= 525plf (3) rows of 0.131"x3" nails @ 8" o.c. 3 -Ply <= 650plf (2) rows of 1/2" Bolts @ 12" o.c. 3 -Ply > 650DIf (31 rows of 112" Bolts (0)12" n r. -1y tS) rows OT 11Z [SOILS (D7 lT O.C. te: Stagger fastener rows and locate fasteners minimum from all ends and edges. Space rows equally apart rtically. Fastener spacing is per row. I Calculation Procedure ';438:8 1 pif INPUTS ''70 0 Location: MATEWALL Supporting Roof: YES' Number of Floor Supporting: 0 Cape Roof: NO Simply Supported Rafter: NO Reaction from Truss or Rafter = 585 Ib Truss spacing = 16 in o.c. Unit Width = 13.75 ft Roof Live Load / Unbalanced Snow Load = Roof Dead Load = Roof/Snow Load = ';438:8 1 pif • Roof Live Load ''70 0 CALCULATED BY DATE - %Roof Dead Load ;300x,% % Attic Live Load sit "6 .apsf Load Cases 1. D+F 2. D+H+F+L+T 3. D+H+F+(L orSorR) JOB A16854 23'-0' 7/12 $HEETNO. STD OF MW CALCULATED BY DATE - Wall Dead Load = REVISED CONSTANTS Floor Live Load = ( 40.',. psf 35-'; psf y nw•-.+.fi Floor Dead Load = 10 psf Wall Dead Load = l' 40 ,'r plf Ceiling Dead Load = sit "6 .apsf 10/22/2018 Note: Select 15psf Floor Dead Load when supporting tile floors or stone counters. Required Deflection Criteria Live Load = 5 L-1 240--".1 tl Total Load = '10, i 180 -16!1-1--.,Z, No. 47769 10/22/18 4. D+H+F+0.75(L+T)+0.75(L;orS or R) 5. D+H+F+(Wor0.7E) 6. D+H+F+0.75(Wor0.7E)+0.75L+0.75(L,orSorR) 7. 0.6D+W+H 8• 0.6D+0.7E+H _ �1316'`)}plf ,..131.6.': plf - Ir 4388 }: plf 438.8 plf - 131.6 _J, pif 362.0- plf plf _ 79.0'-:'•, plf Check the highest load for each load duration factor when sizing wood members. Check the highest load and apply no load duration factor when sizing steel members. 0 id Duration Wood Members Cd = 0.9 Cd = 0.9 Cd =1.15 Cd =1.15 Cd = 0.9 Cd = 1.15 Cd = 0.9 Cd = 0.9 PFS Corporation 35-'; psf Northeast Region 15 psf APPROVED John Baker 10/22/2018 OF " 44 Approval limited to Factory Built Portion DAVID E, yc_ No. 47769 10/22/18 4. D+H+F+0.75(L+T)+0.75(L;orS or R) 5. D+H+F+(Wor0.7E) 6. D+H+F+0.75(Wor0.7E)+0.75L+0.75(L,orSorR) 7. 0.6D+W+H 8• 0.6D+0.7E+H _ �1316'`)}plf ,..131.6.': plf - Ir 4388 }: plf 438.8 plf - 131.6 _J, pif 362.0- plf plf _ 79.0'-:'•, plf Check the highest load for each load duration factor when sizing wood members. Check the highest load and apply no load duration factor when sizing steel members. 0 id Duration Wood Members Cd = 0.9 Cd = 0.9 Cd =1.15 Cd =1.15 Cd = 0.9 Cd = 1.15 Cd = 0.9 Cd = 0.9 I 0 PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion Beam & Header Spans �Irgai T 2x8 1Speciesl = „ None` to Species2 LVL r Per Box, Q1 = i 3! d1 =01` 07 251;1 in i r Per Box, Q2 = i 0 d2 f-- 0 00 Jin JOB - :16854 4/12-12/12 SHED SHEETNO. STD OF SW CALCULATED BY DATE 10/19/2018 REVISED -'No] I/No.2 Not �Nc.1/No.2. NA Enter Beam w/ Largest Quantity In 01 Area, Al inzSection Modulus, S1 39.4 a in' Moment of Inertia 11 .142 9b +in4 Area, A2 = 0 {00 `, Inz Section Modulus, S2 0 00" t' Ing Moment of Inertia 12 00' / 4 1 ;�'0 ; In Load Duration Beam Stabil iri Size Factor Reoetitve Factor Deflection Criteria CD 1 OOY?i CL 150"! CF1 = i 20 CRI _ 15 delta LL x` 360 CFz = 1 00 t CRz = i 1,00 delta TL 240 Shear Moment Deflection Load Share F r 1135 psi t� Fye $75 S psi E1 = 140000 % psi Fn s Fbz 0 psi Beam1 = 100.00 E2 = 0 ,.0 psi µ £ psi Beam2 = 0.00 % Controlling Load w 899.7Lio plf Max Allowable Length = ; 76.2 in Actual Length Needed = 0.0 in Reaction at Each End = 0;0 Ib Minimum Bearing Length Required0.0 in Max Deflection = u'Rbi in BEAM FASTENING REQUIREMENTS 4... CONDITION 1 - TOP LOADED - 2 TO 4 PLY BEAMS s 12" deep or less - (2) rows of 0.131"x3" nails @ 8" D.C. DAVID E. yc > 12" & < 18" deep - (3) rows of 0.131"x3"nails @ 8" o.c. o ..a > 18" deep - (4) rows of 0.1 31 "x3" nails @ 8" D.C. CONDITION 2 - SIDE LOADED ` 2 -Ply <= 465plf (2) rows of 0.1 31 "x3" nails @ 8" o.c. 2 -Ply <= 700plf (3) rows of 0.131'x3" nails @ 8" D.C. '= 2 -Ply <= 870plf (2) rows of 1/2" Bolts @ 12" o.c. 10/22/18 2 -Ply > 870plf (3) rows of 1/2" Bolts @ 12" D.C. Species & Number of Jack Studs Per Box 3 -Ply <= 350pif (2) rows of 0.1 31 "x3" nails @ 8" o.c. Grade 2- )ly Header 3 -ply 3-plyHeader 3 -Ply <= 525plf (3) rows of 0.131 NY nails @ 8" D.C. 2x3 2x4 1 2x6 2x3 2x4 2x6 3 -Ply <= 650plf (2) rows of 1/2" Bolts @ 12" D.C. s f #2 3-Ply3-Ply > 650 If 3 rows of 112" Bolts @ 12" D.C. s f #3 1 4 -PI 3 rows of 1/2" Bolts @ 12" D.C. s f stud 1 1 1 `.' 1 ;' 1 f ` Note: Stagger fastener rows and locate fasteners minimum sp#2 1 1 1 s 1 1 ..: 1 2" from all ends and edges. Space rows equally apart . vertically. Fastener spacing is per row. PFS Corporation JOB A16854 27'-6* 4112/12/12 shed Northeast Region SHEET NO. STD OF mw APPROVED CALCULATED BY DATE John Baker REVISED Roof Live Load / Unbalanced Snow Load Approval limited to Calculation Procedure Factory Built Portion INPUTS % Roof Live Load Location: MATEINALC Supporting Roof. YES t, Number of Floor Supporting: % Cape Roof. �YES, Simply Supported Rafter. N , 0 Reaction from Truss or Rafter = 704 lb Truss spacing Unit Width = 13.75 ft Roof Live Load / Unbalanced Snow Load Roof Dead Load = Floor Live Load = Roof/Snow Load = "528 pif % Roof Live Load 38.9 % % Roof Dead Load 316.7 % % Attic Live Load Note: Select 15psf Floor % Load Cases 1. D+F 2. D+H+F+L+T 3, D+H+F+(LorSorR) 35 is psf psf CONSTANTS Floor Live Load = r`_`y_467,j psf Floor Dead Load l�, J:, 10 psf Wall Dead Load - 40P if Ceiling Dead Load = L 6 ',,dpsf Note: Select 15psf Floor Dead Load when supporting tile floors or stone counters. 10/22118 4. D+H+F+0.75(L+T)+0.75(LorSorR) 5. D+H+F+(Wor0.7E) 6. D + H + F + 0.75(W or 0.7E) + 0.75L + 0,75(L, or S or R) 7. 0.6D+W+H 8. 0.6D + OJE + H Required Deflection Criteria Live Load = VL / 360 Total Load Attic Live Load = g .1g. vv.�, pif plf pif 528 i;ij, pif 88 �o plf L7(�. pif `F- 52.8 plf 52.8 p I f Check the highest load for each load duration factor when sizing wood members. Check the highest load and apply no load duration factor when sizing steel members. 40 psf Load Duration for Wood Members Cd = 0.9 Cd = 0.9 Cd =1.15 Cd = 1.15 Cd = 0.9 Cd =1.15 Cd = 0.9 Cd = 0.9 PFS Corporation 10/22/18 Northeast Region &401 JA OF 4143 APPROVED o� DAVID E. John Baker o BILLINGSLE CIVIL 10/22/2018 No.47769 Approval limited to CrSTVF't Factory Built Portion 3 ". d1 00 in learn Sr Header Spans JOB 168544/12-12/12 SHED SHEET NO. STD - of mw shed beam CALCULATED BY DATE 10/19/2018 REVISED E No 1/No 2 No 1 h k 44 t.) 0 No /No 2 y 4 lix— NA Enter Beam w/ Largest Quantity In 01 :a, At = 81 in 10/22/18 �^ 243.00 +,'' in .. = 1 5 x 18+ •I ..: 4.1 Speciesl , r , LVL � 3 �t �.XY6f� Gradel NA a , ; = Non"? ISpecies2 LVL "I E +-0 Grade2 NA I Per Box, Q1 = 3 ". d1 00 in b1 4 50 in /Per Box, Q2 = ,'418 0 d2 " 0 00 'v: in k 5:.� ... ... ^" b2 - 0 Op , in _ . ... E No 1/No 2 No 1 h k 44 t.) 0 No /No 2 y 4 lix— NA Enter Beam w/ Largest Quantity In 01 :a, At = 81 in Section Modulus, S1 = �^ 243.00 +,'' in Moment of Inertia 11 ea, A2 = 0 00 ^# int -Section Y. _ Modulus, S2 a Moment of Inertia 12. '/ 3 E1 = IT20000001 .�m W Duration Beam Stability Size Factor Reoetitye Factor Deflection Criteria N CL 1 00 a CFI _ 0 95 CRI = 1 1.00 delta LL = t% s 360'R �k z ;: CF2 = ,t 1.'Dor"CR2 =%00 delta TL = + 240 r � y Controlling Load aA z. Shear Moment Deflection Load Share F„ r u; 2$5 psi FbI 2750 r $ psi E1 = IT20000001 psi Beam1 = 100.00 F,2 psi F02 r Psi E2 F l 0 +µ;:.t, psi Beam2 = 0.00 % z ;: � Controlling Load w b j�b528 0 1,71 pif dn.,•.Hx.a�. .. Allowable Length = 294 1 "in ;tion at Each End = 51148,0 71b Deflection= 0.393 +in Species & Grade Max 8ft Tall Column 2x3 I 2x4 I 2x6 #3 ehIIR1T Actual Length Needed = 234.0 in Minimum Bearing Length Required =` 2 7 "aI in 2x3 I 2x4 I 2x6 BEAM FASTENING REQUIREMENTS CONDITION 1 - TOP LOADED - 2 TO 4 PLY BEAMS 12" deep or less - (2) rows of 0.131 "1 nails @ 8" o.c. > 12"& < 18" deep - (3) rows of 0.131"x3" nails @ 8" o.c. > 18" deep - (4) rows of 0.131"x3" nails (a) 8" o.c. CONDITION 2 - SIDE LOADED Pty <= 465plf (2) rows of 0.131"1 nails @ 8" D.C. Ply <= 700plf (3) rows of 0.131"x3" nails @ 8' D.C. Ply <= 870plf (2) rows of 1/2" Bolts @ 12" o.c. Ply > 870plf (3) rows of 1/2" Bolts @ 12" D.C. Ply <= 350plf (2) rows of 0.131"1 nails @ 8" D.C. Ply <= 525plf (3) rows of 0.131 "x3" nails @ 8" o.c. Ply <= 650plf (2) rows of 1/2" Bolts @ 12" D.C. Ply > 650plf (3) rows of 1/2" Bolts (a) 12" D.C. Ply (3) rows of 1/2" Bolts a@ 12" D.C. )te: Stagger fastener rows and locate fasteners minimum from all ends and edges. Space rows equally apart rtically. Fastener spacing is per row. JOB A16854 27'-6" 4/12/12/12 shed SHEET NO. STD OF mw CALCULATED BY DATE REVISED - CONSTANTS PFS Corporation Floor Live Load = Northeast Region Floor Dead Load = APPROVED Wall Dead Load= John Baker Ceiling Dead Load 10/22/2018 Approval limited to Calculation Procedure I Factory Built Portion INPUTS % Roof Dead Load Location: { MATEWALL t[ Supporting Roof: YES, 'j Number of Floor Supporting. 1 Cape Roof: Simply Supported Rafter. DAVID for Wood Members Beam located in Ceiling: Reaction from Truss or Rafter = .704-. : Ib Truss spacing = 'I76 in o.c. Unit Width = 13.75. It JOB A16854 27'-6" 4/12/12/12 shed SHEET NO. STD OF mw CALCULATED BY DATE REVISED - CONSTANTS Attic Live Load = Floor Live Load = 40 psf Floor Dead Load = 10 '> psf Wall Dead Load= -1 Mrol R � 40 }, plf Ceiling Dead Load psf Note: Select 15psf Floor Dead Load when supporting tile floors or stone counters. Required Deflection Criteria Live Load = 'r nL 1360 Total Load1240" , Roof Live Load / Unbalanced Snow Load = 35 psf Attic Live Load = 40 "psf Roof Dead Load = 15 psf Roof/Snow Load = ii -528 .'plf % Roof Live Load 38 9} °/, % Roof Dead Load % Attic Live Load��44 4 , % ,- .,.:� NOFAq Load Duration DAVID for Wood Members Load Cases BILLINGSLEY m 1. D + F CIVIL ti 196 $;€ If = 6........_ P Cd = 0.9 No. 47769 ..,,;..;�,;;, .q, '6 9t'ciS7EQ`'co �Q 2. D+H+F+L+T o�' AL = 7064`'!'plf Cd=1.0 3. D+H+F+(L,orS or R) r Ia 402t'^plf Cd =1.15 10/22/18 4. D + H + F + 0.75(L + T) + 0.75(L, or S or R) _ '' 7917: p I f Cd=1.15 5. D+H+F+(W or0.7E) = f A968`"-'jplf Cd=0.9 6. D+H+F+0.75(Wor0.7E)+0.75L+0.75(L, orSorR) _ 7917If P Cd =1.15 7. 0.6D+W+H = 1181; .plf Cd=0.9 8. 0.6D+0.712+t{ = 118:1` plf Cd=0.9 Check the highest load for each load duration factor when sizing wood members. Check the highest load and apply no load duration factor when sizing steel members. PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 al limited to Built Portion & Header Spans zxb ' TSpeciosl SPF " _kdne S pecies2 iY LVL Per Box, Q1 = .,2 50, in Per Box, 02 = 0 d2= in JOB 16854 4/12-12/12 SHED SHEET NO. STD OF mw shed beam CALCULATED BY DATE 10/19/2018 REVISED Enter Beam w/ Largest Quantity In 01 krea, Al = in 2 Section Modulus, S1" `15.13'" t- ; -4 3 . k '41 59T. --':j n,Moment of Inertia, 11 = krea, A2 = f 4, 0 00 in 2 Section Modulus, S2 '3In3 Moment of Inertia, 12 = N� b'06 2 -Ply <= 465plf (2) rows of 0.131"x3" nails @ 8" o.c. <= 700plf (3) rows of 0.131"x3" nails @ 8* o.c. 2 -Ply <= 870plf (2) rows of 1/2* Bolts @ 12" o.c. 2 -Ply > 870plf (3) rows of 112" Bolts @ 12" o.c. stud 3 :rZ 4 I`. ,2� -oad Duration Beam Stability Size Factor Repetilve Factor Deflection Criteria �D = 61.00 '�" CL 100 CF1 CRI delta LL _4 CF2 4 C112 = delta TL No 47766" Shear Moment Deflection Load Share V11 psi Fb1 ',i-,875 psi El = X1400000` psi Beaml 100.00% v2 -44 psi Fb2 PSI E2 0"� -A psi Beam2 = 0.00 % Note: Stagger fastener rows and locate fasteners minimum 2" from all ends and edges. Space rows equally apart vertically. Fastener spacing is per row. j1771� Load w .ontrolling vlax Allowable Length = 48A in Actual Length Needed = 52.0 in leaction at Each End = 1715.3 lb Minimum Bearing Length Required in Vax Deflection = 0.108 in BEAM FASTENING REQUIREMENTS CONDITION I - TOP LOADED - 2 TO 4 PLY BEAMS Number of Matewall Column Studs Per Box 120 deep or less - (2) rows of 0.131 "x3" nails @ 8" o.c. Species & Grade Max 8ft Tall Column I Max 9ft Tall Column > 12"& < 18'deep -(3) rows of 0.131"x3* nails@ 8" o.c. 2x3 2x4 I 2x3 I 2A I 2x6 > 18" deep - (4) rows of 0.131*x3* nails (a-_) 8" o.c. In 4 in 4 CONDITION 2 - SIDE LOADED 2 1 4`a 2 """1' 2 -Ply <= 465plf (2) rows of 0.131"x3" nails @ 8" o.c. <= 700plf (3) rows of 0.131"x3" nails @ 8* o.c. 2 -Ply <= 870plf (2) rows of 1/2* Bolts @ 12" o.c. 2 -Ply > 870plf (3) rows of 112" Bolts @ 12" o.c. stud 3 :rZ 4 I`. ,2� tH OF 3 -Ply <= 350plf (2) rows of 0.131"x3" nails @ 8" D.C. 3 -Ply <= 525plf (3) rows of 0.131 "x3" nails @ 8" o.c. 3 -Ply <= 650plf (2) rows of 112" Bolts @ 12" o.c. 3 -Ply > 650 If (3) rows of 1/2' Bolts 0 12" o.c. Uf n sWeA it t BILL -I N.1'G!3LEy 11 -All No 47766" 4 -PI (3) rows of 1/2" Bolts @ 12* D.C. NAL NG Note: Stagger fastener rows and locate fasteners minimum 2" from all ends and edges. Space rows equally apart vertically. Fastener spacing is per row. j1771� 4 n 14 0 — ------------ PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 al limited to Built Portion & Header Spans 2x6':`Speciesl = None' Species2 i LVL _ rl ' '' ' g'T x f / Per Box, Q1 = 2 dt 5.50 in # 1, A; .. r / Per Box, Q2 = 0 d2 {!1: 0.00 in a, Al = 16 50 int a, A2 = ` 000 a in i Id Duration Beam Stability FF4Y zC 11:00 CL 1 OO u Section Modulus, S1 = Section Modulus, S2 = Size Factor CFI = � 1 30 7 CF2 =" )ar Moment �' 135 ;psi FbI F"`77875`1 i psi psi Fbz PI 0 1, psi 7, s ol y w Ttrolling Load pif Allowable Length = 48.41 ..: in ;Kion at Each End = 1715 3 " Ib Deflection = 0.108';;`. in Species & Grade stud 2x3 I 2x4 JOB 16854 4/12-12/12 SHED SHEET NO. STD of mw shed beam CALCULATED BY DATE 10/19/2018 REVISED in' int Reoetitve Factor CRI = ? 1. 00 + y SPF a �,;>'� s��v{-•»�x.�i No.t/No.2a Not No.1%No 2 Nal . Enter Beam w/ Largest Quantity In Q1 Moment of inertia, 11 = Moment of Inertia, 12 = Deflection El = '`1400000 :1 psi E2 = 0 = ;. psi Actual Length Needed = Minimum Bearina Lenath Reauired = ;wall Column Studs Per Box imn Max 9ft Tall Column 2x6 2x3 I 2x4 2x6 DAVID E. Deflection Criteria delta LL = u360�' delta TL = r 240 ' Load Share Beaml = 100.00% Beam2 = 0.00 % 52.0 in BEAM FASTENING REQUIREMENTS CONDITION 1 - TOP LOADED - 2 TO 4 PLY BEAMS 12" deep or less - (2) rows of 0.131 "x3" nails @ 8" D.C. > 12" & < 18" deep - (3) rows of 0.131 "x3" nails @ 8" D.C. > 18" deep - (4) rows of 0.131W" nails @ 8" D.C. CONDITION 2 - SIDE LOADED 2 -Ply <= 465plf (2) rows of 0.131"x3" nails @ 8" D.C. 2 -Ply <= 700plf (3) rows of 0.131"x3" nails @ 8" o.c. 2 -Ply <= 870plf (2) rows of 1/2" Bolts @ 12" D.C. 2 -Ply > 870plf (3) rows of 1/2" Bolts @ 12" D.C. 3 -Ply <= 350plf (2) rows of 0.1 31 "x3" nails @ 8' D.C. 3 -Ply <= 525plf (3) rows of 0.131"x3" nails @ 8" D.C. 3 -Ply <= 650plf (2) rows of 1/2" Bolts @ 12" D.C. 3 -Ply > 650DIf (3) rows of 1/2" Bolts 0 12" o.c_ in' in' rte: Stagger fastener rows and locate fasteners minimum from all ends and edges. Space rows equally apart Kically. Fastener spacing is per row. I QN-16854/JN-66300/MA xA tJaTvmwrEx FR IEIpIAEs res 1 n _ M fRlOYirEii [tLKMt ? EEETPIRTOEI K=Ko Er M xKE TL TO EMUK to MDC AK K 161M0 - "xslG = �Er FOREKCTIR R A SITE-N6T rR W FY TIR 't, w,, Es To K K E➢ RR INSTNLED. 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LOAD REARM HORS. WITH SPAN OF 4110' OR rdbC[ SYCTFM FA M, HprcF TAP ALL E%7. LEAD BEARING HDR'S. WITH SPAN OF Y -Y OR LESS VILL BE (3) 2x6 SPF 42 ALL OTHERS VILL LESS VILL BE (3) 2x6 SPF N2 ALL OTHERS VILL BE SPECIFIED. ALL REQUIRED JACK STUDS BE SPECIFIED ALL REONRED JACK STUDS SHOWN ARE 2x6 SPF 02. SHOWN ARE 2x6 SPF B2. ALL M/V HDR'S, WITH SPAN OF 3'-7. OR LESS ALL N/V HDR'S, WITH SPAN OF Y -I' OR LESS WILL BE (47 2x6 SPF N2 ALL OTHERS VILL WILL BE M 2.6 SPF 02 ALL OTHERS WILL BE SPECIFIED BE SPECIFIED GLERCO SYSTEM CALC'S, GARAGE ALL EXT. LOAD BEARING HDR'S- WITH SPAN OF 6'-4. OR LESS VILL BE SPECIF SHOWN ARI ALL M/V 1 WILL BE ( BE SPECIF ON-16854/JN-66300/MA R -I3 ptLLATNM DdTAIlLI p U0[A41NE 6 lTAIX ® R-13 INSDIA713H =TALLED IN BAS)MM STAIR VALLB N 5. 7/12 STORAGE RAFTER ROOF SYSTEM @ 16' O.C. (GARAGE) 1, BUILDER IS RESPONSIBLE FOR PROVIDING A PROPERLY SIZED 6. 8'-10' CEILING HEIGHT HEATING SYSTEM TO COVER A 51,000 BTU LOSS 7. IST FLOOR SQUARE FOOTAGE = 1434 SQ/FT (HOUSE) 2. HEAT LOSS WAS CALCULATED WITH R-30 FLOOR INSULATION B. CLG BEAM @ DIN/LIV TO BE (4) 2x8 SPF #2 3. SILVERLINE V3 SERIES WINDOWS 9, CLG BEAM @ GARAGE TO BE (8) 1 1/2'x18' LVL 4. 7/12 NON STORAGE RAFTER ROOF SYSTEM @ 16' O.C. (I STORY HOUSE) 10, ES VERSION 2.0 J J w 0 0 CC W 0 1— Z W J CL. Li va -Z U J v7 a �_ P C] cr J LL. C3 } C3� C 4 0 0 3 U p � b CU a N QTY J O CU 7 �oj Z�U oY N NCPq C� X OL i� 00OC ow v X < NO- InY B` Lr) mn000ni m 8iprr Ceinw &tlrNY GOMN OHPb Gama S.Rp. Gra. I DW? 10ia/1e SN-11447/QN-16854/JN-66300/MA FOUNDATION DRAWINGS ARE TO BE USED AS A GUIDE ONLY. APEX HOMES WILL NOT ACCEPT ANY LIABILITY OR RESPONSIBILITY FOR INCORRECT FOUNDATIONS. NOTES, tlss p,pWr •wwa 1. SW Prn brrndem THIS SET IS @ OR EXCEEDS 100 MPH) �mr MU.xa 4r' dibn GG Gnmrtlm-ma_t tlf mr rawarl 3. PIER FOOTINGS BASED UPON 2000 PSF ALLOWABLE SOIL BEARING PRESSURE ]00plup�tl CLOSE TO CORNERS AS POSSIBLE �anmra •waarn CONCRETE COMPRESSIVE STRENGTH, 2500 PSI WON" TYPICAL FOUNDATION DWG. 5. SaRwrrmwrm A15/A16 •a.mpppwa er' ab.K CwMtOM.M} Iq wxrwarl 0a1lYpltl .a. a.a.warw.e . o." sArrwrhrarw ON.= Ca.,,nm.ra w pe ..arn a .a+..aa.ramw.v .o gaw" p Stlrrwrw�w.m re.eriwM..a yr Ga.= �ypa,yr } N ra plupA wnwer� ,ra.im.a.ra�m..e m 8iprr Ceinw &tlrNY GOMN OHPb Gama S.Rp. Gra. I DW? 10ia/1e SN-11447/QN-16854/JN-66300/MA FOUNDATION DRAWINGS ARE TO BE USED AS A GUIDE ONLY. APEX HOMES WILL NOT ACCEPT ANY LIABILITY OR RESPONSIBILITY FOR INCORRECT FOUNDATIONS. NOTES, 6. MAX ANCHOR BOLT SPACING, 6'-0' O.C. (4'-0' O.C. MAX IN AREAS WHERE WIND VELOCITY 1. FOR ADDITIONAL INFORMATION SEE TYPICAL FOUNDATION DRAWING A15,16 OF THIS SET IS @ OR EXCEEDS 100 MPH) 2. PERIMETER RAIL ATTACHED TO SILL WITH 16d NAILS AT 6' O.C. 7. WINDOWS OR VENTS (INSTALLED BY OTHERS) ARE REQUIRED TO PROVIDE 1/150 OF FLOOR 3. PIER FOOTINGS BASED UPON 2000 PSF ALLOWABLE SOIL BEARING PRESSURE AREA AS FREE VENTILATION AND SHALL BE LOCATED AS CLOSE TO CORNERS AS POSSIBLE 4. CONCRETE COMPRESSIVE STRENGTH, 2500 PSI S. NOTES ON THIS PAGE TAKE PRECEDENCE OVER NOTES ON TYPICAL FOUNDATION DWG. 5. M OR S TYPE MORTAR TO BE USED A15/A16 I— Z (n LJ J OL tn mr- MNz ZDV N CE =aa °v Vx¢ t4(L .roes No ,n c Lr) } 2 M 4111 N o res W Por I Cerre WtWI c.rN. rllro..l c.ror. Y. F.YI Calnw SN-11447/QN-16854/JN-66300/MA FOUNDATION DRAWINGS ARE TO BE USED AS A GUIDE ONLY. APEX HOMES WILL NOT ACCEPT ANY LIABILITY {brlurro �'R FOR INCORRECT FOUNDATIONS. W yp blWn0.uen nWlhwrol•N' of{nOC Cb.Y[.u-Im_.{] iN s.nM roll FOR ADDITIONAL INFORMATION SEE TYPICAL FOUNDATION DRAWING A15,16 OF THIS SET IS @ OR EXCEEDS 100 MPH) 900 p1.pN 2. PERIMETER RAIL ATTACHED TO SILL WITH 16d NAILS AT 6' (I.C. 7. WINDOWS OR VENTS (INSTALLED BY OTHERS) ARE REQUIRED wo.14, .w..... PIER FOOTINGS BASED UPON 2000 PSF ALLOWABLE SOIL BEARING PRESSURE W hNb.YMbT CLOSE TO CORNERS AS POSSIBLE /✓.ns BilNaw.liN• •Hx10C cWMty11.4M..9 IN r.nM rorl M OR S TYPE MORTAR TO BE USED A15/A16 aMraro W Orrrrwna..n - {�.v eNlaw.ur •bnaC CMwKb�-fY A w.nMsl . 109 M.ra 0 ............ .Y rI40ro anPw.rrw.a.ean - •wMW1In..w 1�M' O.xnoe CbInMOn.MLs YN 9a rl.r.9 .r.nMM1n� YnPw. w.. wro.rmwe res W Por I Cerre WtWI c.rN. rllro..l c.ror. Y. F.YI Calnw SN-11447/QN-16854/JN-66300/MA FOUNDATION DRAWINGS ARE TO BE USED AS A GUIDE ONLY. APEX HOMES WILL NOT ACCEPT ANY LIABILITY W m CL Ui tn Z co 1:3 -j PQ Z O_ 9Z� H O I7 U � 0 OD fLJ I!1 � O N Z 7 ZDV ZY w sd¢ qo o?W 0 N VK� N1 �¢!Lr) N em mmull 4 mmIOQ N!.l I1'I 0I 0I v w \ I�Iyl�ll�l�l�l�l�l OR RESPONSIBILITY FOR INCORRECT FOUNDATIONS. Dvv to/ane NOTESt 6. MAX ANCHOR BOLT SPACINGi 6'-0' D.C. (4'-0' O.C. MAX IN AREAS WHERE WIND VELOCITY 1. FOR ADDITIONAL INFORMATION SEE TYPICAL FOUNDATION DRAWING A15,16 OF THIS SET IS @ OR EXCEEDS 100 MPH) 2. PERIMETER RAIL ATTACHED TO SILL WITH 16d NAILS AT 6' (I.C. 7. WINDOWS OR VENTS (INSTALLED BY OTHERS) ARE REQUIRED TO PROVIDE 1/150 OF FLOOR 3. PIER FOOTINGS BASED UPON 2000 PSF ALLOWABLE SOIL BEARING PRESSURE AREA AS FREE VENTILATION AND SHALL BE LOCATED AS CLOSE TO CORNERS AS POSSIBLE 4. CONCRETE COMPRESSIVE STRENGTH, 2500 PSI 8. NOTES ON THIS PAGE TAKE PRECEDENCE OVER NOTES ON TYPICAL FOUNDATION DWG. 5. M OR S TYPE MORTAR TO BE USED A15/A16 W m CL Ui tn Z co 1:3 -j PQ Z O_ 9Z� H O I7 U � 0 OD fLJ I!1 � O N Z 7 ZDV ZY w sd¢ qo o?W 0 N VK� N1 �¢!Lr) N em mmull 4 mmIOQ N!.l I1'I 0I 0I v w \ I�Iyl�ll�l�l�l�l�l Project: AP -A16854 Rafter Calcs 09-21-18 RPG Glenco, Inc. Location: 2307120C Rafter - Bottom Chord -13'-9" Unit - D+S 217 East Main Street Mufti -Loaded Multi -Span Beam Middleburg, PA 17842 n 12015 International Building Code(2015 NDS)) 1.51N x 9.251N x 13.33 FT 91 - Southern Pine - Dry Use Section Adequate By: 5.4% Controlling Factor. Moment DEFLECTIONS Center 20.29 in3 21.39 in3 KQA1IAGfbkM.6 - 9124120188:45:47 AM Live Load 0.23 IN Lf708 Moment of Inertia (deflection): 54.77 in4 98.93 in4 Dead Load 0.14 in 2194 ft4b 2313 ft4b Shear. -389 Ib Total Load 0.37 IN U434 Live Load Deflection Criteria: 0360 Total Load Deflection Criteria: L/240 REACTIONS A 11 - Live Load 375 Ib 226 Ib Dead Load 218 Ib 172 Ib ! Total Load 593 Ib 398 Ib t Bearing Length 0.70 in 0.47 in BEAM DATA Span Length Center 13.33 ft Unbraced Length -Top 3.08 ft fa•°sn Unbraced Length -Bottom 13.33 ft Live Load Duration Factor 1.15 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 pit #1 - Southern Pine Uniform Dead Load 10 pif Base Values Adiusted Beam Self Weight 3 pif Bending Stress: Fb - 1050 psi Fb' = 1298 psi Total Uniform Load 13 pit Cd=1.15 Cf=0.93 CF=1.00 Cr=1.15 POINT Shear Stress: Fv- 175 psi FV =. 201 psi LOADS - CENTER SPAN Load Number QM IWQ Cd 1.15 Live Load 179 Ib 422 Ib Modulus of Elasticity: E = 1600 ksi E' = 1600 ksi Comp. -L to Grain: Fc -1= 565 psi Fc -1'= 565 psi Dead Load 57 lb 156 Ib Location 0 I 7.13 R Controlling Moment 2194 ft -lb 7.06 Ft from left support of span 2 (Center Span) Created by combining all dead bads and live loads on span(s) 2 Controlling Shear. -389 lb At a distance d from right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: 110:11 Section Modulus: 20.29 in3 21.39 in3 Area (Shear): 2.9 in2 13.88 int Moment of Inertia (deflection): 54.77 in4 98.93 in4 Moment: 2194 ft4b 2313 ft4b Shear. -389 Ib 1862 lb PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion 1 of 28 DAVID E. No, 47769 09/26/18 Project: AP-A16854 Rafter Calcs 09-21-18 RPG-'Z4j"r/'� Glenco, Inc. v/ Location: 2301171120C Rafter - Bottom Chord-13'-9" Unit - Uplift ~�'� 217 East Main Street Mufti-Loaded Multi-Span Beam E Middleburg, PA 17842 a 12015 Inlema8onal Building Code(2015 NDS)] 'c 1.5 IN x 9.25 IN x 13.33 FT L1 - Southern Pine - Dry Use Section Adequate By: 116.2 Controlling Factor. Deflection DEFLECTIONS Cente .6 9/24/20188:45:48 AM Live Load -021 IN Lf778 Dead Load 0.01 in Total Load -0.19 IN UB39 Live Load Deflection Criteria: L1360 Total Load Deflection Criteria: L240 REACTIONS A P Live Load -402 Ib -205 Ib Dead Load 22 Ib 22 Ib Total Load -380 It, -183 Ib : Uplift (1.5 F.S) -387 Ib -191 Ib 1 Bearing Length 0.03 in 0.03 in BEAM DATA Center .� .,.- , .,. `..—,„ . Span Length 13.33 it t-a-n Unbraced Length-Top 3.08 R Unbraced Length-Bottom 0 ft Live Load Duration Factor 1.60 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 0 pit MATERIAL PROPERTIES Uniform Dead Load 0 plf 91 - Southern Pine Beam Self Weight 3 plf Base Values Adjusted Total Uniform Load 3 plf Bending Stress: Fb - 1050 psi Fb' - 1932 psi Cd--1.60 CF=1.00 Cr=1.15 POINT LOADS-CENTER SPAN Load Number QPg T Q Shear Stress: Fv= 175 psi Fv'= 280 psi Live Load -223 lb -3841b - Cd-1.60 Dead Load 0 lb 0 Ib Modulus of Elasticity: E = 1600 psi E' 1600 psi Location 0 ft 7.13 ft Comp. -L Grain: to Grain: Fc -1= 565 psi Fc-- 1'= 565 psi Controlling Moment -1189 ft4b 7.06 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on spen(s) 2 Controlling Shear. 204 lb 7.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and five loads on span(s) 2 Comparisons with required sections: &" Section Modulus: 7.38 in3 21.39 in3 Area (Shear): 1.09 In2 13.88 int Moment of Inertia (deflection): 45.75 In4 98.93 in4 Moment: -1189 ft4b 3444 ft -Ib Shear: 204 Ib 2590 lb PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion 2 of 28 DAVID E. CIVIL No. 47769 09/26/18 Project AP -A16854 Rafter Calrs 09-21-18 RPG ' cNV[pr.-/I Glo. Inc. Location: 230ft712OC Rafter -Bottom Chord -9-3" Unit E i 217 East Mair Street MuftkLoaded Mufti -Span Beam �-'� Middleburg, PA 17842 w [2015 International Building Code(2015 NOS)i 1.5 IN x 9.25 IN x 8.83 FT #2 - Spruce -Pine -Fir- Dry Use Section Adequate By: 88.9% Controlling Factor. Moment DEFLECTIONS Center .6 9/24/20188:45:48 AM Live Load 0.05 IN U2054 Dead Load 0.03 in Total Load 0.08 IN U1358 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS a )} Live Load 366 Ib 347 to Dead Load 169 Ib 174 Ib 1 Total Load 535 Ib 521 Ib 7 Bearing Length 0.64 in 0.82 in BEAM DATA Span Length Center 6.83 ft Unbraced Length -Top 5.83 It asrft Unbraced Length -Bottom 8.83 ft Live Load Duration Factor 1.15 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 14 plf #2 - Spruce -Pine -Fir Uniform Dead Load 10 pit Base Values Adiusted Beam Self Weight 3 plf Bending Stress: Fb - 875 psi Fb'= 926 psi Total Uniform Load 27 pit Cd=1.15C1=0.73CF=1.10Cr-1.15 Shear Stress: Fv= 135 psi FM= 155 psi POINT LOADS -CENTER Number Q0g SPAN TWO Modulus of Elasticity: Cd--1.15Load E = 1420 ksl E' 1400 si' Live Load 377 Ib 212 lb Comp. -L to Grain: 1 Fc --L- 425 psi p - '= 425 psi Fc -1 p Dead Load 141 Ib 91 Ib Location 1.71 ft 8.83 ft Controlling Moment: 874 ft4b 1.77 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear. 616 lb At a distance d from left support o1 span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Provided Section Modulus: 11.32 in3 21.39 in3 Area (Shear): 4.99 Int 13.88 in2 Moment of Inertia (deflection): 17.48 in4 98.93 In4 Moment: 874 ft4b 1651 ft -lb Shear. 516 Ib 1436 Ib PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion 3 of 28 DAVID E. No. 47769 09/26/18 Project: AP-AI6854 Rafter Calcs 09-21-18 RPGGlance, Inc. '44G�1.c L Location: 2301117120C Rafter -Bottom Chord - 9'-3' Unit - Upiifl ) 217 East Main Street Mutti-Loaded Multi -Span BeamMiddleburg, PA 17842 12015 International Building Code(2015 NDS)) " 1.51N x 9.251N x 8.83 FT #2 - Spruce -Pine -Fir- Dry Use Section Adequate By: 167.7% Controlling Factor. Moment DEFLECTIONS Center 7.99 in3 .6 92420188:45:48 AM Live Load -0.04 IN 112914 13.88 int Moment of Inertia (deflection): 12.22 In4 Dead Load 0.00 in Moment: -478 ft -Ib 1280 ft4b Total Load -0.03 IN L/3123 - 321 Ib 1998 Ib Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: 1-240 REACTIONS a )} Live Load -291 Ib -332 Ib Dead Load 11 Ib 11 Ib Total Load -280 Ib -321 Ib r Uplift (11.6 F.S) .294 Ib -324 Ib _ Bearing Length 0.02 in 0.02 in 1 BEAM DATA Center Span Length 8.83 It s.an Unbraced Length -Top 5.83 ft Unbraced Length -Bottom 8.83 8 Live Load Duration Factor 1.60 Notch Depth 0.00 UNIFORM LOADS Center Uniform Live Load 0 pit MATERIAL PROPERTIES Uniform Dead Load 0 pit s2 -Spruce -Pine -Fir Beam Self Weight 3 pif Base Values Adiusted Total Uniform Load 3 pit Bending Stress: Fb- 875 psi Fb'= 718 psi POINT LOADe_. CENTER SPAN Cd=1.60 CI=0.41 CF=1.10 Cr --1.15 Load Number 40g jy4 Shear Stress: Fv- 135 psi P/= 216 psi Loaive Load -361 Ib -262 Ib 1. 60 Modulus of Elasticity: E = 1400 psi E' = 1400 psi Dead Load 0 lb 0 lb Comp. 1 -to Grain: Fc. -L- 425 psi Fc. -L- 425 psi Location 1.71 It 8.83 ft Controlling Moment: -478 ft4b 1.77 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear. 3211b 9.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and rive loads on span(s) 2 Comparisons with required sections: Read Section Modulus: 7.99 in3 21.39 in3 Area (Shear): 2.23 m2 13.88 int Moment of Inertia (deflection): 12.22 In4 98.93 in4 Moment: -478 ft -Ib 1280 ft4b Shear. - - 321 Ib 1998 Ib PFS Corporation Northeast Region APPROVED John Baker 10/22/Zeis Approval limited to Factory Built Portion 4 of 28 CIVIL No.47769 09/26/18 Project AP -Al 6854 Rafter Calcs 09-21-18 RPG / +s °'9' Glence, Inc. / Location: 230fl7120C Rafter -Top Chord (Flip) -Snow ' 217 East Main Street Multi -Loaded Multi -Span Beam`_ Middleburg, PA 17842 m 12015 International Building Code(2015 NDS)] w 1.51N x 5.51N x 3.81 FT (Actual 4.4 FT) #2. Spruce -Pine -Fir- Dry Use Section Adequate By: 616.2 Controlling Factor. Moment DEFLECTIONS Center gQM9K&0A .6 9124/20188:45:49 AM Live Load 0.01 IN U4320 8.25 in2 Moment of Inertia (deflection): 1.16 m4 Dead Load 0.00 in Moment: 132 ft4b 948 Mb Total Load 0.02 IN U3326 - -96 lb 854 Ib 3.7 It Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: U180 REACTIONS 9 ]3 Live Load 107 Ib 105 Ib Dead Load 32 Ib 32 Ib Total Load 139 Ib 137 lb 6 Bearing Length 0.22 In 0.21 in BEAM DATA Center Span Length 3.81 R Unbraced Length -Top 0 It -Lain Unbraced Length -Bottom 3.81 It Beam End Elevation Difference 2.22 it Live Load Duration Factor 1.15 Notch Depth 0.00 UNIFORM LOADS Uniform Live Load Center 36 pit MATERIAL PROPERTIES Uniform Dead Load 13 pit #2. Spruce -Pine -Fir Beam Seg Weight 2 pit Base Values Adjusted Total Uniform Load 50 pit Bending Stress. Fb - 875 psi Fb = 1504 psi Cd=1.15 CF=1.30 Cr --1.15 Shear Stress: Fv= 135 psi FV 155 psi Cd --1.15 Modulus of Elasticity: E = 1400 ksi E'- 1400 ksi Comp. -Lto Grain: Fc -1= 425 psi Fc -1'= 425 psi Controlling Moment; 132 ft -lb 1.901 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear. -96 lb Al a distance d from right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Section Modulus: 1.06 in3 7.56 in3 Area (Shear): 0.93 in2 8.25 in2 Moment of Inertia (deflection): 1.16 m4 20.8 in4 Moment: 132 ft4b 948 Mb Shear. - - -96 lb 854 Ib TRAPEZOIDAL LOADS Load Number - CENTER SPAN D= Left Live Load 20.3 pit Left Dead Load 0 plf Right Live Load 20.3 pit Right Dead Load 0 plf Load Start 0 it Load End 3.7 It Load Length 3.7 It PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion 5 of 28 DAVID E. CIVIL. No. 47769 09/26/18 Project AP -All 6854 Rafter Calcis 09-21-18 RPG Location: 230ft712OC Rafter- Top Chord (Flip) - Uplift Multi -Loaded Multi -Span Beam (2015 International Building Code(2015 NDS)) 1.5 IN x 5.5 IN x 3.81 FT (Actual 4.4 FT) t2 - Spruce -Pine -Fir - Dry Use Section Adequate By: 1391.8% Controlling Factor. Moment 3 ZR/R/a� Glenco, Inc. - 217 East Main Street Y :;} Middleburg, PA 17842 i DEFLECTIONS Center Read .6 9/2420188:45:49 AM Live Load -0.01 IN U5493 7.56 In3 Area (Shear): 0.49 In2 Dead Load 0.00 In Moment of Inertia (deflection): 0.91 in4 20.8 in4 Total Load -0.01 IN U5718 -77 ft4b 1149 fl4b Shear. Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 1188 Ib REACTIONS A )3 Live Load -84 Ib -84 Ib Dead Load 3 Ib 3 Ib Total Load -81 Ib -81 Ib Uplift(1.S F.S) -82 Ib -82 Ib Bearing Length 0.01 in 0.01 in BEAM DATA Center ... Span Length 3.81 It >.st rt Unbraced Length -Top 0 it Unbraced Length -Bottom 3.81 ft Beam End Elevation Difference 2.22 It UNIFORM LOADS Center Live Load Duration Factor 1.60 Uniform Live Load -44 p8 Notch Depth 0.00 Uniform Dead Load 0 pif MATERIAL PROPERTIES Beam Self Weight 2 plf #2 -Spruce -Pine -Fir Total Uniform Load -43 pB Base Values AQj sg ted Bending Stress: Fb= 875 psi Fb'= 1823 psi Cd=1.60 C1=0.87 CF=1.30 Cr --1.15 Shear Stress: Fv= 135 psi FV 216 psi Cd -1.60 Modulus of Elasticity: E - 1400 lust E'= 1400 ksi Comp. -L to Grain: Fc -1= 425 psi Fc -1'= 425 psi Controlling Moment: .77 ft4b 1.901 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear. -70 lb Al left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Provided Section Modulus: 0.51 In3 7.56 In3 Area (Shear): 0.49 In2 8.25 in2 Moment of Inertia (deflection): 0.91 in4 20.8 in4 Moment: -77 ft4b 1149 fl4b Shear. -70 Ib 1188 Ib PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion 6 of 28 E. No.47769 09/26/18 Project: AP -A16854 Rafter Calcs 09-21-18 RPG o'°° Glance, Inc. Location: 230ft7120C Rafter -Top Chord (Full -Length) -Snow � 217 East Main Street Multi -Loaded Mufti -Span Beam Middleburg, PA 17842 a 12015 International Building Code(2015 NDS)] 1.5 IN x 7.25 IN x 11.5 FT (7.3 + 4.2) (Actual 13.3 FT) Y2 - Spruce -Pine -Fir- Dry Use Section Adequate By: 59.5% Controlling Factor. Moment DEFLECTIONS Center aignl 8.24 in3 .6 Area (Shear): 2.24 int 924120188:45:50 AM Live Load -0.06 IN U1761 0.24 IN 2U476 24.04 Ino 47.63 in4 Moment: - -631 ft -Ib 1007 ft4b Dead Load 0.01 in 0.03 in 232 Ib 1126 lb 3.7 ft Total Load -0.05 IN U1890 0.28 IN 2U418 Live Load Deflection Criteria: U240 Total Load Deflection Cnteda: U180 REACTIONS 6 g Live Load 132 Ib 422 Ib Dead Load 43 Ib 156 Ib Total Load 175 Ib 578 Ib Uplift (1.6 F.S) .37 Ib 0 l Bearing Length 0.28 in 0.91 in BEAM DATA Center )3igh! Span Length 7.35 it 4.15 it tarn L1rR� Unbraced Length -Top 0 ft 0 it Unbraced Length -Bottom 7.35 It 4.15 it Beam End Elevation Difference 6.71 ft Live Load Duration Factor 1.15 UNIFORM LOADS Cente ftighl Notch Depth 0.00 Uniform Live load 36 pit 36 pit Uniform Dead Load 13 pit 13 pit MATERIAL PROPERTIES Beam Self Welghl 2 pit 2 pit 82 -Spruce -Pine -Fir Total Uniform Load 51 pit 51 pit Base Values Adiusted Bending Stress: Fb- 875 psi Fb'= 919 psi Cd -1.15 C1=0.66 CF=1.20 Cr --1.15 Shear Stress: Fv - 135 psi FV = 155 psi Cd -1.15 Modulus of Elasticity: E= 1400 ksi E'= 1400 ksi Comp.-Lto Grain: Fc -1= 425 psi Fc -1'= 425 psi Controlling Moment: -631 ft4b 7.35 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2, 3 Controlling Shear. 232 lb At a distance d from left support of span 3 (Right Span) Created by combining all dead loads and live loads on span(s) 2, 3 Comparisons with required sections: Recd Section Modulus: 8.24 in3 13.14 in3 Area (Shear): 2.24 int 10.88 Int Moment of Inertia (deflection): 24.04 Ino 47.63 in4 Moment: - -631 ft -Ib 1007 ft4b Shear. 232 Ib 1126 lb TRAPEZOIDAL LOADS Load Number - RIGHT SPAN oDg Left Uve Load 20.3 plf Left Dead Load 0 pit Right Live Load 20.3 pit Right Dead Load 0 pit Load Start 0.45 ft Load End 4.15 it Load Length 3.7 ft PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion 7 of 28 DAVID E. CIVIL 00.47769 09/26/18 Project: AP -Al 6854 Rafter Calm 09-21-18 RPG "+ 7)Sjp/a Me Glance, Inc. / Location: 230071200 Rafter -Top Chow (Full -Length) -Uplift � 217 East Main Street Mufti -Loaded Multi -Span Beam bN 4 Middleburg, PA 17842 w 12015 International Building Code(2015 NDS)) .� 1.51N x 7.251N x 11.5 FT (7.3 + 4.2) (Actual 13.3 FT) f2 - Spruce -Pine -Fir- Dry Use Section Adequate By: 151.3% Controlling Factor. Deflection DEFLECTIONS Center 8j9h7 .6 9/24/20188:45:50 AM Live Load -0.06 IN U1752 -0.19 IN 2U604 Dead Load 0.00 in 0.00 in Total Load -0.06 IN U1773 -0.19 IN 2LI618 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS 9 @ Live Load 52 It, -162 Ib Dead Load 6 Ib 21 Ib Total Load 58 Ib -141 Ib Uplift (1.5 F.S) -158 Ib 384 Ib Bearing Length 0.09 in 0.03 in BEAM DATA Center $igh( . ._. .,.._ _ _.. .,,,_. ..,. .... Span Length 7.35 ft 4.15 it 7.ssn uan� Unbraced Length -Top 0 ft 0 it Unbraced Length -Bottom 7.35 It 4.15 it Beam End Elevation Difference 6.71 it UNIFORM LOADS Center Ri9h1 Live Load Duration Factor 1.60 Uniform Uve Load -44 pit -44 plf Notch Depth 0.00 Uniform Dead Load 0 plf 0 pit MATERIAL PROPERTIES Beam Self Weight 2 pit 2 pif i2 -Spruce -Pine -Fir Total Uniform Load .42 plf -42 p8 Base Values Adjusted Bending Stress: Fb- 875 psi Fb'- 962 psi Cd -1.60 C1=0.50 CF=1.20 Cr -1.15 Shear Stress: Fv- 135 psi FV = 216 psi Cd=1.60 Modulus of Elasticity: E = 1400 ksi F- 1400 ksl Comp. -L to Grain: Fc -1= 425 psi Fc -1'= 425 psi Controlling Moment: -293 ft4b 3.749 Ft from left support of span 2 (Center Span) Created by combining all dead loads and Ave loads on span(s) 2 Controlling Shear. 175 lb 7.774 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2.3 Comparisons with required sections: Rita Provided Section Modulus: 3.65 in3 13.14 in3 Area (Shear): 1.22 in2 10.88 in2 Moment of Inertia (deflection): 18.96 in4 47.63 in4 Moment -293 ft -Ib 1053 ft -Ib Shear. 1751b 15661b PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion 8 of 28 DAVID E. 09/26/18 Protect: AP -416854 Rafter Calrs 09-21-18 RPG Gleno, Inc. av/ Location: 230II7120C Rafter- Top Chord(Lower) - Snow 217 East Main Street Multi -Loaded Mufti -Span BeamY r ,i Middleburg, PA 17842 a [2015 International Building Code(2015 NDS)) 1.51N z 5.6 IN z 9.17 FT (Actual 10.6 FT) #2 - Spruce -Pine -Fir - Dry Use Section Adequate By: 71.1 % Controlling Factor. Moment DEFLECTIONS Center Eg" .6 9124120188:45:50 AM Uve Load 0.26 IN U484 7.56 in3 Area (Shear): 1.86 int Dead Load 0.12 in Moment of Inertia (deflection): 11.34 in4 20.8 in4 Total Load 0.39 IN L/330 554 Mb 948 ft4b Shear. - Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 854 lb REACTIONS a 13 Uve Load 377 Ib 165 Ib Dead Load 141 Ib 77 Ib t Total Load 518 Ib 242 Ib Bearing Length 0.81 in 0.38 In BEAM DATA Cpnr Span Length 9.17 It Unbraced Length -Top 0 it s•17 ^ Unbraced Length-Boftom 9.17 ft Beam End Elevation Difference 5.35 It Live Load Duration Factor 1.15 UNIFORM LOADS Center Notch Depth 0.00 Uniform Uve Load 36 pit MATERIAL PROPERTIES Uniform Dead Load 13 pit #2 - Spruce -Pine -Fir Beam Seg Weight 2 pit - Base Values Adiusted Total Uniform Load 50 pit Bending Stress. Fb a 875 psi Fb - 1504 psi Cd=1.15 CF=1.30 Cr -1.15 Shear Stress: Fv - 135 psi Fv' a 155 psi Cd=1. 15 Modulus of Elasticity: E • 1400 list IF - 1400 ksi Comp.-Lto Grain: Fc -1= 425 psi Fc -•L'= 425 psi Controlling Moment: 554 ft4b 4.586 Fl from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear. -192 lb At a distance d from right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Eg" Provided Section Modulus: 4.42 in3 7.56 in3 Area (Shear): 1.86 int 8.25 int Moment of Inertia (deflection): 11.34 in4 20.8 in4 Moment 554 Mb 948 ft4b Shear. - -192 lb 854 lb POINT LOADS -CENTER SPAN Load Number Q= IW _Q Load 107 Ib 105 Ib Dead Load 32 Ib 32 Ib Location 0 ft 0 It RIGHT SPAN Load Number Uve Load Dead Load Location PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion 9 of 28 DAVID E. CIVIL No. 47769 09/26/18 Project AP -A16854 Rafter Calcs 09-21-18 RPGsAIV'T'r " page Gienco, Inc. Location: 230ft712OC Rafter- Top Chord (Lower) - Uplift 217 East Main Street Multi -Loaded Multi -Span Beam)_ Middleburg, PA 17842 m 12015 International Building Code(2015 NDS)) 1.5 IN x 5.5 IN x 9.17 FT (Actual 10.6 FT) $2 - Spruce -Pine -Fir - Dry Use Section Adequate By: 44.1% Controlling Factor. Moment DEFLECTIONS Center 5.25 in3 .6 9114120188:45:50 AM Uve Load -0.32 IN U394 1.17 int 8.25 int Dead Load 0.01 in 12.67 in4 20.8 in4 Total Load -0.31 IN U410 -446 ft -Ib 643 ft -Ib Live Load Deflection Criteria: 1-1240 Total Load Deflection Criteria: 1-1180 -168 lb 1188 lb REACTIONS A 11 Live Load -367 Ib -203 Ib Dead Load 8 Ib 8 Ib Total Load -359 Ib -195 Ib Uplift (1.5 F.S) .361 Ib .197 Ib Beating Length 0.01 in 0.01 in _. _._... ......... ........ . ......_... BEAM DATA Center Span Length 9.17 R r.nn Unbraced Length -Top 0 ft Unbraced Length -Bottom 9.17 ft Beam End Elevation Difference 5.35 ft UNIFORM LOADS Center Live Load Duration Factor 1.60 Uniform Uve Load -44 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Seg Weight 2 pll 02 - Spruce -Pine -Fir Total Uniform Load -43 plf Base Values Adjusted Bending Stress: Fb - 875 psi FW- 1020 psi Cd=1.60 Cf=0.49 CF=1.30 Cr=1.15 Shear Stress: Fv- 135 psi FV = 216 psi Cd -1.60 Modulus of Elasticity: E - 1400 ksi E' = 1400 ksi Comp. -L to Grain: Fc -1= 425 psi Fc -1'= 425 psi Controlling Moment: -446 ft -lb 4.586 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear. -168 lb At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Itec'd Section Modulus: 5.25 in3 7.56 in3 Area (Shear): 1.17 int 8.25 int Moment of Inertia (deflection): 12.67 in4 20.8 in4 Moment: - -446 ft -Ib 643 ft -Ib Shear. -168 lb 1188 lb POINT LOADS Load Number - CENTER Q= SPAN IW -Q Live Load -82 Ib -82 Ib Dead Load 0 Ib 0 Ib Location SPAN 0 It 0 ft RIGHT Load Number Live Load Dead Load Location PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion 10 of 28 DAVID E. CIVIL No. 47769 09/26/18 Project: AP -A16854 Rafter Calm 09-21-18 RPG Alt I!!" Page --F+!. GlInc. Location:/ Lotion: 276fl1212SBX4 Rafter- 12112 Bottom Chord :: r •� 217 East Mainain Street Multi -Loaded Multi -Span Beam "�8 Middleburg, PA 17842 ,r [2015 International Building Code(2015 NDS)] 1.51N x 9.251N x 13.21 FT MSR2400f-2.0E - Southern Pine MSR - Dry Use Section Adequate By: 36.7 Controlling Factor. Deflection DEFLECTIONS Center 13.12 in3 AdMDIKQQ Area (Shear): 9/24/20188:45:50 AM Live Load 0.30 IN U534 Moment of Inertia (deflection): 72.39 in4 98.93 in4 Moment Dead Load 0.19 in 5658 ft4b Shear: 685 lb 2021 lb Total Load 0.48 IN U328 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS 9 ]} _ Live Load 516 Ib 475 Ib Dead Load 315 Ib 229 Ib i Total Load 831 Ib 704 Ib Bearing Length 0.69 in 0.58 in BEAM DATA Center Span Length 13.21 ft ,... ---.-.,z-. ., ...g _ ,.. .. ,-. . .. A- ..,e Wise Unbraced Length -Top 0 ft 13.21 n Unbraced Length -Bottom 13.21 It Live Load Duration Factor 1.15 Notch Depth 0.00 M LOADS Center MATERIAL PROPERTIES Live Load 0 plf MSR2400f-2.0E - Southern Pine MSR 7Unifom Dead Load 10 plf Base Values Adjusted lf Weight 3 plf Bending Stress: Fb = 2400 psi Fb' = 3174 psi form Load 13 plf Cd=1.15CF=1.00Cr-1.15 LOADS Shear Stress: Fv- 190 psi FJ= 219 psi POINT -CENTER Load Number 9M SPAN in C&I.15 Modulus of Elasticity: E = 2000 ksi E = 2000 ksl Uve Load 123 lb 452 lb Comp. -Lto Grain: Fc -1= 805 psi Fc -1'= 805 psi Dead Load 14 Ib 354 Ib Location Oft 5.27 It Controlling Moment: 3469 ft4b 5.28 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live bads on span(s) 2 Controlling Shear. 686 lb At a distance d from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: 139g_Q Section Modulus: 13.12 in3 21.39 in3 Area (Shear): 4.7 int 13.88 in2 Moment of Inertia (deflection): 72.39 in4 98.93 in4 Moment 3469 ft4b 5658 ft4b Shear: 685 lb 2021 lb TRAPEZOIDAL LOADS Load Number -CENTER SPAN 9M Left Live Load 54 plf Left Dead Load 0 plf Right Live Load 54 p8 Right Dead Load 0 plf Load Start 5.5 ft Load End 13.21 ft Load Length 7.71 ft PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion 11 of 28 DAVID E. No: 09/26/18 Project: AP -A16854 Rafter Cates 09-21-18 RPG Locabon: 276111212SBX4 Rafter -12/12 Bottom Chord - Uplift Mufti -Loaded Multi -Span Beam 12015 International Building Code(2015 NDS)] 1.51N x 9.251N x 13.21 FT MSR2400f-2.0E - Southern Pine MSR - Dry Use Section Adequate By: 54.8% Controlling Factor. Moment �x �TF�fl Glenco, Inc. 217 East Main Street - Middleburg, PA 17842 .�rewv M. Z DEFLECTIONS Centel 13.82 in3 21.39 in3 '.6 9/24/20188:45:51 AM Live Load -0.24 IN U652 Moment of Inertia (deflection): 54.61 In4 98.93 in4 Moment: Dead Load 0.01 in 2889 ft4b Shear. - -363 lb 2812 to Total Load -0.23 IN L/684 Live Load Deflection Catena: U360 Total Load Deflection Criteria: L/240 REACTIONS A R Live Load -551 Ib -244 Ib Dead Load 22 Ib 22 It, Total Load -529 Ib -222 It, 1 Uplift (1.5 F.S) 536 Ib .230 Ib 1 Bearing Length 0.02 in 0.02 in .... �_ •, ,__T . .. f _ -.� _ .... -.-ia BEAM DATA Center Span Length 13.21 ft I, trst n , Unbraced Length -Top 0 ft Unbraced Length -Bottom 7.71 ft Live Load Duration Factor 1.60 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 0 plf MATERIAL PROPERTIES Uniform Dead Load 0 plf MSR2400f-2.OE - Southern Pine MSR Beam Self Weight 3 plf Base Values Adiusted Total Uniform Load 3 plf Bending Stress: Fb- 2400 psi Fb'= 1620 psi POINT LOADS SPAN Cd=1.60 CI=0.37 0 Ci -1. 15 -CENTER Load Number QM IAy Shear Stress: Fv- 190 psi i F,/ FJ = 30 304 psi Live Load -183 Ib 512 Ib Cd -1.60 Dead Load 0 It, 0 Ib Modulus of Elasticity: E = 2000 psi E'= 2000 psi L- Grain: Fc-= 805 psi Comp. -L Fc -- Fc -1'= 805 psi Location 0 ft 5.27 It Controlling Moment -1866 ft -Ib 5.28 Fl from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear. -363 lb 5.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and five loads on span(s) 2 Comparisons with required sections: Read Section Modulus: 13.82 in3 21.39 in3 Area (Shear): 1.79 in2 13.88 int Moment of Inertia (deflection): 54.61 In4 98.93 in4 Moment: -1866 ft -Ib 2889 ft4b Shear. - -363 lb 2812 to PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion 12 of 28 DAVID E. '� BILLINGSLEY CIVIL No.47769 09/26/18 Project: AP -A16854 Rafter Calrs 09-21-18 RPG Location: 276ftl 212SBX4 Rafter -12112 Kneewall Stud Column [2015 International Building Code(2015 NDS)) 1.51N x 5.51N x 4.75 FT #2 - Spruce -Pine -Fir- Dry Use Section Adequate By: 64.5% DEFLECTIONS Deflection due to lateral loads only: Dell = 0 IN = UMAX Live Load Deflection Criteria: U180 VERTICAL REACTIONS Live Load: Vert-LL-Rxn = 452 Ib Dead Load: Vert-DL-Rxn - 361 Ib Total Load: Vert-TL-Rxn - 813 Ib HORIZONTAL REACTIONS Total Reaction at Top of Column: TL-Rxn-Top = 17 It, Total Reaction at Bottom of Column: TL-Rxn-Bottom = 17 Ib COLUMN DATA Total Column Length: 4.75 It Unbraced Length (X -Axis) Lx: 4.75 It Unbraced Length (Y -Axis) Ly: 4.75 ft Column End Condition -K (e): 1 Axial Load Duration Factor 1.15 Lateral Load Duration Factor 1.00 #2 - Spruce -Pine -Fir Column Calculations (Controlling Case Only): Controlling load Case: Axial Total Load Only (L+ D) Actual Compressive Stress: Base Values Adiusted psi Compressive Stress: Fc - 1150 psi Fc' - 277 psi psi Eccentricity Moment(X-X Axis): Cd=1.15 C1=1.10 Cp=0.19 ft4b Bending Stress (X -X Axis): Fbx - 875 psi Fbx'- 1308 psi Mb Moment Due to Lateral Loads (X -X Axis): Cd=1.15 CF=1.30 0 ft4b Bending Stress (Y -Y Axis): Fby = 875 psi Fby'- 1308 psi ft4b Bending Stress Lateral Loads Only (X -X Axis): Cd=1.15 CF=1.30 0 psi Modulus of Elasticity: E- 1400 ksi IF = 1400 ksi psi Column Section (X -X Axis): Fby - dx = 5.5 in Column Section (Y -Y Axis): Fby'= dy = 1.5 in Area: CSF A- 8.25 in2 Section Modulus (X -X Axis): Sx = 7.56 in3 Section Modulus (Y -Y Axis): Sy= 2.06 Ina Slenderness Ratio: Lex/dx= 10.36 Ley/dy - 38 Column Calculations (Controlling Case Only): Controlling load Case: Axial Total Load Only (L+ D) Actual Compressive Stress: Fc = 99 psi Allowable Compressive Stress: Fe. 277. psi Eccentricity Moment(X-X Axis): Mx -ex- 0 ft4b Eccentricity Moment (Y -Y Axis): My-ey= 0 Mb Moment Due to Lateral Loads (X -X Axis): Mx - 0 ft4b Moment Due to Lateral Loads (Y -Y Axis): my. 0 ft4b Bending Stress Lateral Loads Only (X -X Axis): Fbx - 0 psi Allowable Bending Stress (X-XAxis): Fbx'- 1308 psi Bending Stress Latest Loads Only (Y -Y Axis): Fby - 0 psi Allowable Bending Stress (Y -Y Axis): Fby'= 1308 psi Combined Stress Factor. CSF 0.36 R' Glence, Inc. East Main Skeet Middleburg, PA 17842Air atW a/ m 452 lb .6 924/2018 8:45:51 AM AXIAL LOADING Live Load: PL= 452 lb Dead Load: PD= 354 Ib Column Self Weight: CSW = 7 Ib Total Axial Load: PT= 813 It, LATERAL LOADING (Dy Face) Uniform Lateral Load: wL-Lat = 7 pit PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion DAVID E. CIVIL No. 47769 [�kIFI�ifE�3 Project: AP -Al 6854 Rafter Calm 09-21-18 RPG P. Glance, Inc. / Location: 276ft1212SBX4 Rafter - 12112 Top Chord (Lower) -Snow ��*. 1i 217 East Main Street Multi -Loaded Mutti-Span Beam y€:. Middleburg, PA 17842 a (2015 International Building Code(2015 NDS)] ' "�yr,,,,r; as 1.5 IN x 7.25 IN x 8.26 FT (5.5 + 2.7) (Actual 11.7 FT) #2 - Spruce -Pine -Fir- Dry Use Section Adequate By: 6.8% Controlling Factor. Moment DEFLECTIONS Conte at= 12.3 in3 .6 Area (Shear): 924/20188:45:51 AM Live Load -0.06 IN U1494 0.24 IN 21/390 Moment of Inertia (deflection): 37.4 in4 47.63 in4 Moment: Dead Load -0.04 in 0.17 in 1182 ft -Ib Shear: 319 ib 1126 lb Total Load -0.10 IN L/944 0.41 IN 21J230 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS A @ Live Load 76 Ib 452 He Dead Load .30 Ib 354 Ib 1 Total Load 46 Ib 806 Ib Uplift (1.5 F.S) .142 Ib 0 Ile Bearing Length 0.07 in 1.26 in BEAM DATA Center Right Is�r30IS'irfY "h'r�v�� rrv-a ¢mom-•+=nm.-.-:...�,,. _ Span Length 5.52 it 2.74 8 &51 ft 1.74 n--( Unbraced Length -Top 0 It 0 it Unbraced Length -Bottom 4.63 it 2.74 8 Beam End Elevation Difference 8.26 it Live Load Duration Factor 1.15 UNIFORM LOADS Center BlShI Notch Depth 0.00 Uniform Live Load 28 pif 28 plf Uniform Dead Load 13 plf 13 pif MATERIAL PROPERTIES Beam Self Weight 2 pif 2 pif #2 -Spruce -Pine -Fir Total Uniform Load 43 pif 43 pif Base Values Adjusted Bending Stress: Fb = 875 psi Fb' = 1079 psi POINT LOADS - RIGHT SPAN Load Number QM IWQ Three Cd --f. 15 C1=0.78 CF -1.20 Cr -1.15 Live Load 76 Ib 75 Ib 37 Ib Shear Stress: Fv- 135 psi FV - 155 psi Dead Load 56 It, 56 b 37 lb Cd=1.15 Location 2.74 it 2.74 it 2.74 ft Modulus of Elasticity: E = 1400 ksi E' = 1400 ksi Comp. -Lto Grain: Fc -1= 425 psi Fc -1'= 425 psi Controlling Moment: -1107 ft -Ib 5.523 Fl from left support of span 2 (Center Span) Created by combining all dead loads and live bads on span(s) 2, 3 Controlling Shear. 319 lb Al a distance d from left support of span 3 (Right Span) Created by combining all dead loads and live bads on span(s) 2, 3 Comparisons with required sections: $gg'd Section Modulus: 12.3 in3 13.14 In3 Area (Shear): 3.08 in2 10.88 in2 Moment of Inertia (deflection): 37.4 in4 47.63 in4 Moment: -1107 ft -Ib 1182 ft -Ib Shear: 319 ib 1126 lb PFS Corporation Northeast Region APPROVED John Baker. 10/22/2018 Approval limited to Factory Built Portion 14 of 28 DAVID E. CIVIL No. 47769 09/26/18 Project: AP-AI6854 Rafter Calcs 09-21-18 RPG ' SIF", piQO r ! GlInc. Location:/ Lotion: 276ft1212SBX4 Rafter -12/12 Top Chord (Lower) -Uplift ,fit.'* 217 East Mainain Street Multi -Loaded Multi -Span Beamµw*1 Middleburg, PA 17842 12015 International Building Code(2015 NDS)) 1.51N z 7.251N z 8.26 FT (5.5 * 2.7) (Actual 11.7 FT) #2 - Spruce -Pine -Fir- Dry Use Section Adequate By: 25.0% Controlling Factor. Deflection DEFLECTIONS Center 139131 4.95 in3 13.14 in3 4101iftAR.6 1.71 in2 9/24/20188:45:52 AM Live Load 0.08 IN U1146 -0.31 IN 2L/300 38.12 in4 47.63 in4 Moment: - - 796 ft -Ib 2116 Mb Dead Load 0.00 in 0.00 In -246 Ib 1566 ib Total Load 0.08 IN U1137 -0.31 IN 2L/300 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS a 11 Live Load 146 Ib -122 Ib Dead Load 6 Ib 17 Ib Total Load 152 lb -105 Ib Uplift (1.5 F.S) -118 Ib -612 Ib Beadng Length 0.24 in 0.03 in BEAM DATA Center )3jggj Span Length 5.52 4 2.74 R A Is Unbraced Length -Top 0 It 0 ft Unbraced Length -Bottom 4.63 ft 2.74 fl Beam End Elevation Difference 8.26 It UNIFORM LOADS Center )319ht Live Load Duration Factor 1.60 Uniform Uve Load -44 pr -44 pif Notch Depth 0.00 Uniform Dead Load 0 pit 0 pif MATERIAL PROPERTIES Beam Self Weight 2 pV 2 pif #2 -Spruce -Pine -Fir Base Values Adiusted Total Uniform Load -42 pit -42 pif Bending Stress: Fb= 875 psi Fb'= 1932 psi POINT LOADS - RIGHT SPAN Load Number QU Lg Cd=1.60 CF -1.20 Cr -1.15 Live Load -11 7 Ib -117 W Shear Stress: Fv= 135 psi FV- 216 psi Dead Load lb lb Cd=1.60 Location 2.74 4 2.74 It Modulus of Elasticity: E = 1400 list IT = 1400 list Comp. Lto Grain: Fc -1= 425 psi Fc -1'= 425 psi Controlling Moment: 796 ft4b 5.523 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 3 Controlling Shear. -2461b At left support of span 3 (Right Span) Created by combining all dead loads and live loads on span(s) 2, 3 Comparisons with required sections: &9:d Section Modulus: 4.95 in3 13.14 in3 Area (Shear): 1.71 in2 10.88 in2 Moment of Inertia (deflection): 38.12 in4 47.63 in4 Moment: - - 796 ft -Ib 2116 Mb Shear: -246 Ib 1566 ib PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to, Factory Built Portion 15 of 28 DAVID E, CIVIL No.47769 09/26/18 Project: AP-A16854 Rafter Cates 09-21-18 RPG '"lYl1(jR1v' ,� Glenco.ainS Inc. / Location: 276ft1212SBX4 Rafter-12!12 Top Chord (Upper) •Snow �' 217 East Main Street Multi-Loaded Multi-Span Beam «ry Middleburg, PA 17842 m 120151ntemational Building Code(2015 NDS)) 1.5 IN x 5.5 IN x 5.49 FT (Actual 7.8 FT) m 42 - Spruce-Pine-Fir- Dry Use Section Adequate By: 422.6% Controlling Factor. Moment DEFLECTIONS Center .6 9114/20188:45:52 AM Live Load 0.04 IN L/2401 Dead Load 0.03 in Total Load 0.07 IN L/1378 Live Load Deflection Criteria: L1240 Total Load Deflection Criteria: V180 REACTIONS g )3 Live Load 76 Ib 76 Ib Dead Load 56 ib 56 Ib Total Load 132 Ib 132 Ib Bearing Length 0.21 in 0.21 in BEAM DATA Center Span Length 5.49 ft .. ,.... ... .... _.. .. Unbraced Length-Top 0 ft sort Unbraced Length-Bottom 5.49 ft Beam End Elevation Difference 5.49 it Uve Load Duration Factor 1.15 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 28 plf MATERIAL PROPERTIES Uniform Dead Load 13 pit 82-Spruce-Pine-Fir Beam Self Weight 2 plf Base Values Adjusted Total Uniform Load 42 pit Bending Stress: Fb = 875 psi FW- 1504 psi Cd-1.15 CF=1.30 G=1.15 Shear Stress: Fv= 135 psi FV 155 psi Cd--1.15 Modulus of Elasticity: E - 1400 ksi E'- 1400 ksi Comp. !to Grain: Fc-1= 425 psi Fc-1'= 425 psi Controlling Moment; 181 ft -Ib 2.744 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear. -84 lb At a distance d from right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: j2er'd Section Modulus: 1.45 in3 7.56 In3 Area (Shear): 0.81 in2 8.25 int Moment of Inertia (deflection): 2.72 in4 20.8 Ino Moment: 181 ft -Ib 948 ft4b Shear. -84 lb 854 lb PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion 16 of 28 lA No. 47769 09/26/18 Project: AP -A16854 Rafter Calm 09-21-18 RPG Location: 276ftl212SBX4 Rafter -12/12 Top Chord (Upper) - Uplift Multi -Loaded Multi -Span Beam 12015 International Building Code(2015 NDS)] 1.5 IN x 5.5 IN x 5.49 FT (Actual 7.8 FT) 02 - Spruce -Pine -Fir- Dry Use Section Adequate By: 433.5 Controlling Factor. Moment NAluir _ Gleno, Inc. h ' 217 East Main Street _ Middleburg, PA 17842 WGe DEFLECTIONS Center Live Load -0.06 IN U1503 Adiusted FW- 1341 psi .6 9/24/20188:45:52 AM Dead Load 0.00 in Cd=1.60 Modulus of Elasticity: E= 1400 ksi Total Load -0.06 IN U1578 Comp. -L to Grain: Fc -1= 425 psi Fc -1'= 425 psi Controlling Moment: -158 ft -Ib Live Load Deflection Criteria: U240 Total Load Deflection Criteria: L/180 2.744 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads REACTIONS A ]3 Controlling Shear. 82 lb 5.657 Ft from left support of span 2 (Center Span) Live Load -121 Ib -121 Ib - Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: R Dead Load 6 Ib 6 Ib Section Modulus: 1.42 in3 7.56 in3 Area (Shear): 0.57 in2 Total Load -115 Ib -115 Ib Moment of Inertia (deflection): 3.32 In4 20.8 in4 Moment: -158 ft -Ib Uplift (1.5 F.S) -117 Ib -117 Ib Shear. 82 lb 1188 lb Bearing Length 0.01 in 0.01 in ,.,.._ .. - .. - ....., . BEAM DATA Center Span Length 5.49 ft cwrn Unbraced Length -Top 0 It. Unbraced Length -Bottom 5.49 ft Beam End Elevation Difference 5.49 It UNIFORM LOADS Center Live Load Duration Factor 1.60 Notch Depth 0.00 Uniform Live Load -44 pit Uniform Dead Load 0 pit MATERIAL PROPERTIES Beam Self Weight 2 pit 02 - Spruce -Pine -Fir Total Uniform Load -43 pit Base Values Bending Stress: Fb - 875 psi Adiusted FW- 1341 psi Cd=1.60 CI=0.64 CF=1.30 Cr -1.15 Shear Stress: Fv = 135 psi FV = 216 psi Cd=1.60 Modulus of Elasticity: E= 1400 ksi E'= 1400 ksi Comp. -L to Grain: Fc -1= 425 psi Fc -1'= 425 psi Controlling Moment: -158 ft -Ib 2.744 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear. 82 lb 5.657 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: R Provided Section Modulus: 1.42 in3 7.56 in3 Area (Shear): 0.57 in2 8.25 in2 Moment of Inertia (deflection): 3.32 In4 20.8 in4 Moment: -158 ft -Ib 845 ft -lb Shear. 82 lb 1188 lb PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion 17 of 28 DAVID E. No. 47769 Project: AP -A76854 Rafter Calcs 09-21-18 RPG Location: 276ftl212SBX4 Rafter- 4.375112 Bottom Chord - D+S Multi -Loaded Multi -Span Beam [2015 International Building Code(2015 NDS)I 1.51N x 9.251N x 13.33 FT 42 - Spruce -Pine -Fir - Dry Use Section Adequate By: 1.9% Controlling Factor. Moment DEFLECTIONS Live Load Center 0.23 IN Lf709 Dead Load 0.14 in Total Load 0.36 IN U439 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: 1-/240 REACTIONS d 11 Live Load 358 Ib 323 Ib Dead Load 207 It, 192 Ib Total Load 565 to 515 Ib Bearing Length 0.89 in 0.81 in Span Length 13.33 ft Unbraced Length -Top 4.08 ft Unbraced Length -Bottom 13.33 ft Live Load Duration Factor 1.15 Notch Deoth 0.00 J2 - Spruce -Pine -Fir Bending Stress: Fb - 875 psi Fb' = 1107 psi Cd=1.15 C1=0.87 CF=1.10 Cr -1.15 Shear Stress: Fv= 135 psi FV = 155 psi Cd --1.15 Modulus of Elasticity: E - 1400 ksi E'= 1400 kst Comp. -L to Grain: Fc --L= 425 psi Fc -1'= 425 psi Controlling Moment: 1936 ft -Ib 9.33 Ft from left support of span 2 (Center Span) Created by combining all dead loads and Eve loads on span(s) 2 Controlling Shear. -507 lb At a distance d from right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Section Modulus: 20.99 in3 21.39 in3 Area (Shear): 4.9 int 13.88 in2 Moment of Inertia (deflection): 54.11 in4 98.93 in4 Moment: 1936 ft -Ib 1973 ft4b Shear. -5071b 1436 lb GlennPapa, Inc. / 217 East Main Street Middleburg, PA 17842 UNIFORM LOADS Center Uniform Live Load 0 pit Uniform Dead Load 10 pit Beam Self Weight 3 pit Total Uniform Load 13 pit POINT LOADS - CENTER Load Number QM SPAN in • Three Live Load 47 lb 174 Ib 460 Ib Dead Load 14 Ib 64 Ib 154 Ib Location a ft O ft 9.37 ft • Load obtained from Load Tracker. See Summary Report for details. PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion 18 of 28 DAVID E. CIVIL No. 47769 09/26/18 Project: AP -A16854 Rafter Cafes 09-21-18 RPG r Glenco, Inc. v/ Location: 276ftl 212SBX4 Rafter -4.375112 Bottom Chord -Uplift217 East Main Street Multi -Loaded Multi -Span beam v Middleburg, PA 17842 Lv 12015 International Building Code(2015 NDS)) >..4 1.51N x 9.251N x 13.33 FT ?2 - Spruce -Pine -Fir - Dry Use Section Adequate By: 57.6% Controlling Factor. Deflection DEFLECTIONS Cente qeDADIRS Q .6 9/24/20188:45:52 AM Live Load -0.28 IN U568 Dead Load 0.01 in Total Load -0.27 IN U595 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS. A B Live Load -525 It, -404 Ib Dead Load 17 It, 17 Ib Total Load -508 Ib -387 It, r. Uplift (1.5 F.S) -614 Ib -393 Ib / Bearing Length 0.03 in 0.03 in BEAM DATA Center ... ..-„---....---.... ..-- Span Length 13.33 ft -1"3ft Unbraced Length -Top 4.08 fl Unbraced Length -Bottom 0 ft Live Load Duration Factor 1.60 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 0 plf - MATERIAL PROPERTIES Uniform Dead Load 0 plf 92 -Spruce -Pine -Fir Beam Self Weight 3 plf Base Values Adiusted Total Uniform Load 3 plf Bending Stress: Fb - 875 psi Fl 1771 psi POINT LOADS - CENTER SPAN Cd=1.60 CF=1.10 Cr -1.15 Load Number QQg Shear Stress: Fv- 135 psi FV .= 216 psi TWO Live Load -3541b -5751b C&-1.60Dead Load 0 l 0 l Modulus of Elasticity: E = 1400 ksi E'- 1400 ksi Location 0 it 9.37 It Comp.-Lto Grain: Fc -1= 425 psi Fc -1'= 425 psi Controlling Moment: -1547 ft -lb 9.33 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear. 397 Ib 9.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: )2_ Section Modulus: 10.48 In3 21.39 in3 Area (Shear): 2.76 Int 13.88 int Moment of Inertia (deflection): 62.76 in4 98.93 in4 Moment: -1547 ft -Ib 3157 ft -lb Shear. 397 lb 1998 Ib PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion 19 of 28 12 No. 47769 09/26/18 Project: AP -Al 6854 Rafter Calcs 09-21-18 RPG Location: 276117212SBX4 Rafter- 4.375112 Kneewall Stud Column 120151nlemational Building Code(2015 NDS)] 1.51N x 3.51N x 3.08 FT art - Spruce -Pine -Fir- Dry Use Section Adequate By: 80.7% DEFLECTIONS Deflection due to lateral loads only: Defl = 0 IN = UMAX Live Load Deflection Criteria: U180 Live Load: Dead Load: Total Load: Total Reaction at Top of Column: Vert-LL-Rxn = 460 Ib Vert-DL-Rxn - 157 Ib Vert-TL-Rxn = 617 Ib TL-Rxn-Top = 11 Ib COLUMN DATA Total Column Length: 3.08 it Unbraced Length (X -Anis) Lx: 3.08 It Unbraced Length (Y -Axis) Ly: 3.08 it Column End Condition -K (e): 1 Axial Load Duration Factor 1.15 Lateral Load Duration Factor 1.00 COLUMN PROPERTIES #2 - Spruce -Pine -Fir My-ey= Compressive Stress: Base Values Fc= 1150 psi Adiusted Fd= 609 psi psi Allowable Compressive Stress: Cd -1.15 Ch1.15 Cp=0.40 609 Bending Stress(X-X Axis): Fbx= 875 psi Fbx'= 1509 psi 0 ft -Ib C&1. 15 CF=1.50 My-ey= 0 Bending Stress (Y -Y Axis): Fby= 875 psi Fby'= 1509 psi 0 ft -Ib Cd --1. 15 CF=1.50 my. 0 Modulus of Elasticity: E = 1400 ksi U a, 1400 ksi 0 Column Section (X -X Axis): Allowable Bending Stress (X -X Axis): dx = 3.5 In Column Section (Y -Y Axis): Bending Stress Lateral Loads Only (Y -Y Axis): dy = 1.5 In Area: Allowable Bending Stress (Y -Y Axis): A- 5.25 int Section Modulus (X -X Axis): Combined Stress Factor. Sx - 3.06 in3 Section Modulus (Y -Y Axis): BY = 1.31 in3 Slenderness Ratio: Lexldx- 10.56 Leyldy= 24.64 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Actual Compressive Stress: Fc = 118 psi Allowable Compressive Stress: Fc' - 609 psi Eccentricity Moment (X -X Axis): Mx -ex = 0 ft -Ib Eccentricity Moment(Y-YAxis): My-ey= 0 ft -lb Moment Due to Lateral Loads (X -X Axis): Mx = 0 ft -Ib Moment Due to Lateral Loads (Y -Y Axis): my. 0 ft -Ib Bending Stress Lateral Loads Only (X -X Axis): Fbx = 0 psi Allowable Bending Stress (X -X Axis): FbX= 1509 psi Bending Stress Lateral Loads Only (Y -Y Axis): Fby= 0 psi Allowable Bending Stress (Y -Y Axis): Fby = 1509 psi Combined Stress Factor. CSF = 0.19 gage iz Glenco,ainS Street / 217 Fist Main Street Middleburg, PA 17842 a Px1u r V 924/2018 8:45:53 AM I B AXIAL LOADING Live Load: PL= 460 lb Dead Load: PD= 154 Ib Column Self Weight: CSW - 3 Ib Total Axial Load: PT= 617 lb LATERAL LOADING (Dy Face) Uniform Lateral Load: wL-Lat - 7 plf PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion E. No. 47769 09/26/18 Project: AP -A16854 Rafter Cates 09-21-18 RPG Read Provided Glen, Inc. °rv= Location: 276111212SBX4 Rafter- 4.375/12 Top Chord (Flip) - Snow " ? 0.25 in2 217 East Main Street Moment of Inertia (deflection): Multi -Loaded Mufti -Span Beam Moment: Middleburg, PA 17842 m 12015 International Building Code(2015 NOS)) _• 543 lb 1.5 IN x 3.51N x 1.32 FT (Actual 1.4 FT) f2 - Spruce -Pine -Fir- Dry Use Section Adequate By: 2040.5% Controlling Factor. Shear DEFLECTIONS Center .6 9124/20188:45:53 AM Live Load 0.00 IN UMAX Dead Load 0.00 In Total Load 0.00 IN UMAX Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS A Ll Live Load 35 Ib 35 Ib Dead Load 10 Ib 10 Ib a;+� Total Load 45 Ib 45 Ib Bearing Length 0.07 in 0.07 in BEAM DATA Center Span Length 1.32 it Unbraced Length -Top 0 It t•3=^ Unbraced Length -Bottom 1.32 ft Beam End Elevation Difference OAS it Live Load Duration Factor 1.15 LOADS Center Notch Depth 0.00 UNIFORM Uniform Live Load 36 plf MATERIAL PROPERTIES Uniform Dead Load 13 plf . 1112-Spruce-Pine-Fk Beam Self Weight 1 plf Base Values Adjusted Total Uniform Load 50 plf Bending Stress. Fb= 875 psi Fb = 1736 psi Cd=1.15 CF=1.50 CmI.15 Shear Stress: Fv = 135 psi Fv' = 155 psi Cd=1.15 Modulus of Elasticity: E = 1400 ksi E'- 1400 ksi Comp. -L to Grain: Fc -1= 425 psi Fc -1'= 425 psi Controlling Moment: 15 ft4b 0.658 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear. -25 lb At a distance d from right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Provided Section Modulus: 0.1 in3 3.06 in3 Area (Shear): 0.25 in2 5.25 int Moment of Inertia (deflection): 0.04 in4 5.36 in4 Moment: 15 ft4b 443 ft4b - Shear. -25 lb 543 lb TRAPEZOIDAL LOADS Load Number -CENTER SPAN am Left Live Load 17.4 plf Left Dead Load 0 pit Right Live Load 17.4 pit Right Dead Load 0 plf Load Start 0 fl Load End 1.32 it Load Length 1.32 0 PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion 21 of 28 DAVID E. CIVIL No. 47769 09/26/18 Project: AP -A16854 Rafter Catcs 09-21-18 RPG vO GlIn/ Location: 276fl1212SBX4 Rafter • 4.375112 Top Chord (Flip) - Uplift _ � 217 East Mainair c Street Multi -Loaded Mufti -Span Beam°-, Middleburg, PA 17842 a (2015 International Building Code(2015 NDS)) "`r`". 1.5 IN x 3.5 IN x 1.32 FT (Actual 1.4 FT) 92 -Spruce -Pine -Fir -Dry Use Section Adequate By: 1957.7% Controlling Factor. Shear DEFLECTIONS Center 0.06 in3 .6 9/24/20188:45:53 AM Live Load 0.00 IN UMAX 0.26 in2 5.25 int Dead Load 0.00 in 0.05 in4 5.36 in4 Total Load 0.00 IN L/MAX -13 ft -Ib 608 ft4b Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: U180 -37 Ib 756 lb REACTIONS 6 @ Live Load 40 Ib 40 It, Dead Load i Ib 1 Ib Total Load -39 Ib -39 Ib Uplift (1.5 F.S) 39 Ib 39 Ib Bearing Length 0.00 in 0.00 in ... ... .. ......... , _.. , BEAM DATA Center Span Length 1.32 ft tarn Unbraced Length -Top 0 fl Unbraced Length -Bottom 1.32 ft Beam End Elevation Difference 0.48 ft Live Load Duration Factor 1.60 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load -60 pff Uniform Dead Load 0 pff MATERIAL PROPERTIES Beam Self Weight 1 pff 82 -Spruce -Pine -FV Total Uniform Load -59 pff Base Values Adiusted Bending Stress: Fb - 875 psi Fb' = 2383 psi Cd=1.60 C1=0.99 CF=1.50 Cr=1.15 Shear Stress: Fv- 135 psi FV = 216 psi Cd=1.60 Modulus of Elasticity: E - 1400 ksi E'= 1400 ksi Comp.-Lto Grain: Fc -1= 425 psi Fc -1'= 425 psi Controlling Moment: -13 ft -Ib 0.658 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live bads on span(s) 2 Controlling Shear. -37 lb At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Rem'd Section Modulus: 0.06 in3 3.06 in3 Area (Shear): 0.26 in2 5.25 int Moment of Inertia (deflection): 0.05 in4 5.36 in4 Moment -13 ft -Ib 608 ft4b Shear. -37 Ib 756 lb PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion 22 of 28 DAVID E. No. 47769 09/26/18 Project: AP -A16854 Rafter Calcs 09-21-18 RPG "'\lR►p/x` ,..��. Glance, Inc. Location: 276111212SBX4 Rafter- 4.375/12 Top Chord (Lower) - Snow �-' 217 East Main Street Multi -Loaded Multi -Span Beamy Middleburg, PA 17842 a 12015 International Building Code(2015 NDS)) 1.51N x 7.25 IN x 12.43 FT (9.6 + 2.8) (Actual 13.2 FT) •2 - Spruce -Pine -Fir- Dry Use Section Adequate By: 62.4% Controlling Factor. Moment DEFLECTIONS Center ataw Qflg ,6 Live Load 35 lb 9/24/20188:45:54 AM Live Load 0.12 IN U1024 0.14 IN 2U526 10 Ib 10 Ib Location 2.834 2.83 fl Dead Load 0.03 in -0.01 in Right Dead Load 0 pif Created by combining all dead loads and live loads on span(s) 2, 3 Load Start 8.15 it Total Load 0.15 IN U811 0.13 IN 2U560 Load End 9.6 it Comparisons with required sections: Eea.d Provided Load Length 1.45 ft Live Load Deflection Criteria: U240 Total Load Deflection Criteria: L/180 RIGHT SPAN Area (Shear): 2.67 in2 10.88 int Load Number Qflg Moment of Inertia (deflection): 21.77 in4 47.63 in4 Left Live Load 17.4 pff Moment: -532 ft -Ib 864 ft -Ib Left Dead Load 1 REACTIONS 6 H Right Live Load 17.4 p8 Right Dead Load 0 pff Live Load 174 Ib 460 Ib Load Start 0 It Load End Dead Load 64 Ib 154 Ib Load Length 2.83 It Total Load 238 Ib 614 to mamas= Bearing Length 0.37 in 0.96 in BEAM DATA Center &W _ -._. -..... Span Length 9.6 It 2.83 It ,. .,. .. . a Unbraced Length -Top O ft O ft s.sn zeon---- Unbraced Length -Bottom 9.6 it 2.83 It Beam End Elevation Difference 4.56 ft Live Load Duration Factor 1.15 Depth 0.00 UNIFORM LOADS Center i IIII Uniform Live Load 36 pit 36 pif MATERIAL PROPERTIES Uniform Dead Load 13 pif 13 pif 02 -Spruce -Pine -Fir Beam Self Weight 2 pit 2 pif Base Values Adiusted Total Uniform Load 51 pit 51 plf Bending Stress: Fb = 875 psi Fb' - 789 psi I C&1. 15 CF --0.57 CF=1.20 Cr -1.15 Shear Stress: Fv- 135 psi FV- 155 psi C&1.15 Modulus of Elasticity: E = 1400 ksi E' - 1400 ksi Comp. -Lto Grain: Fc -1= 425 psi Fc -1'= 425 psi Load Number Qflg INQv Live Load 35 lb 35 Ib Dead Load 10 Ib 10 Ib Location 2.834 2.83 fl Controlling Moment- -532 ft -Ib Load Number Q= 9.604 Ft from left support of span 2 (Center Span) Left Live Load 17.4 pif Created by combining all dead loads and five loads on span(s) 3 Left Dead Load 0 p8 Controlling Shear. -277 lb Right Live Load 17.4 pif At a distance d from right support of span 2 (Center Span) Right Dead Load 0 pif Created by combining all dead loads and live loads on span(s) 2, 3 Load Start 8.15 it Load End 9.6 it Comparisons with required sections: Eea.d Provided Load Length 1.45 ft Section Modulus: 8.09 in3 13.14 in3 RIGHT SPAN Area (Shear): 2.67 in2 10.88 int Load Number Qflg Moment of Inertia (deflection): 21.77 in4 47.63 in4 Left Live Load 17.4 pff Moment: -532 ft -Ib 864 ft -Ib Left Dead Load 0 pif Shear. -277 Ib 1126 Ib Right Live Load 17.4 p8 Right Dead Load 0 pff NOTES Load Start 0 It Load End 2.83 ft Load Length 2.83 It PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion DAVID E. CIVIL No. 47769 09/26/18 Project: AP -A16854 Rafter Calcs 09-21-18 RPG Location: 276ftl 212SBX4 Rafter - 4.375/12 Top Chord (Lower) - Uplift Multi -Loaded Multi -Span Beam 12015 International Building Code(2015 NDS)( 1.5 IN x 7.25 IN x 12.43 FT (9.6 + 2.8) (Actual 13.2 FT) Y2 -Spruce -Pine -Fir- Dry Use Section Adequate By: 31.9% Controlling Factor. Moment Gleno, Inc. 217 East Main Street Middleburg, PA 17842 DEFLECTIONS Center Right 9.96 in3 S1 .6 Area (Shear): 9/24120188:45:54 AM Live Load -0.20 IN U627 0.18 IN 2U392 Moment of Inertia (deflection): 29.2 in4 47.63 In4 Moment: Dead Load 0.01 In 0.00 in 889 ft4b Shear. 306 lb 1566 lb Total Load -0.19 IN U644 0.18 IN 2U400 Live Load Deflection Criteria: 0240 Total Load Deflection Criteria: U180 REACTIONS 9 R Live Load 48 Ib -289 Ib Dead Load 9 Ib 17 Ib Total Load 57 Ib -272 Ib Uplift (1.6 F.S) -283 lb -576 Ib Bearing Length 0.09 in 0.03 In BEAM DATA Center Right Span Length 9.6 It 2.83 ft 9.6 It Unbraced Length -Top 0 It 0 it Unbraced Length -Bottom 9.6 it 2.83 ft Beam End Elevation Difference 4.56 ft UNIFORM LOADS Center R Uw Load Duration Factor 1.60 Uniform Uve Load -60 pit -60 pit Notch Depth 0.00 Uniform Dead Load 0 pit 0 pit MATERIAL PROPERTIES Beam Self Weight 2 pit 2 pit #2 -Spruce -Pine -Fir Base Values Adjusted Total Uniform Load S8 ptf SS Off Bending Stress: Fb - 875 psi FW = 812 psi POINT LOADS - RIGHT Load Number Q= SPAN TWO Cd -1.60 C1=0.42 CF=1.20 Cr -1.15 1 -his Load -39 Ib -39 Ib Shear Stress: Fv - 135 psi FV = 216 psi Dead Load 0 Ib 0 Ib Cd=1.60 Location 2.83 ft 2.83 ft Modulus of Elasticity: E = 1400 ksi E' = 1400 ksi Comp.-Lto Grain: Fc -1= 425 psi Fc -1'= 425 psi Controlling Moment: -674 Mb 4.797 Fl from kit support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear. 306 lb 9.388 Fl from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2, 3 Comparisons with required sections: Rrg'Q Section Modulus: 9.96 in3 13.14 in3 Area (Shear): 2.13 in2 10.88 int Moment of Inertia (deflection): 29.2 in4 47.63 In4 Moment: -674 ft -Ib 889 ft4b Shear. 306 lb 1566 lb PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion 24 of 28 E,: CIVIL No. 47769 09/26/18 Project: AP -A16854 Rafter Calm 09-21.18 RPG Location: 8'-0" 3112 Porch Rafter- Bottom Chord Multi -Loaded Multi -Span Beam [2015 International Building Code(2015 NDS)I 1.51N x 5.51N x 8.83 FTIII . 0.8) art - Spruce -Pine -Fir - Dry Use Section Adequate By: 553.6% Controlling Factor. Moment gpg,Glenco, Inc -` so 217 East Main Street ,ye _ -' Middleburg, PA 17842 V DEFLECTIONS Center Right fKlt" .6 Section Modulus: 924/20188:45:54 AM Live Load 0.00 IN L/Infiniry 0.00 IN 2L/Infinity Area (Shear): 0.65 int 8.25 in2 Moment of Inertia (deflection): Dead Load 0.04 In -0.01 in 20.8 in4 Moment: 114 R -Ib 742 Mb Total Load 0.04 IN L/2147 -0.01 IN 2UI370 -53 lb 668 lb Live Load Deflection Criteria: U240 Total Load Deflection Criteria: LI180 REACTIONS A ji Live Load 231 Ib 309 Ib = Dead Load 123 Ib 137 Ib 1 Total Load 354 Ib 446 Ib Bearing Length 0.56 in 0.70 in BEAM DATA Center 1191:11 .. _.,-.. ...... ..... ,,....., .., Span Length 8 R 0.83 R Unbraced Length -Top 0 R 0 ftsn assn{ Unbraced Length -Bottom 8 it 0.83 it Live Load Duration Factor 0.90 Notch Depth 0.00 UNIFORM LOADS Center W9121 MATERIAL PROPERTIES Uniform Uve Load 0 pif 0 pif #2 - Spruce -Pine -Fir Uniform Dead Load 13 pif 13 pif Base Values Adiusted Beam Self Weight 2 pif 2 pif Bending Stress: Fb = 875 psi Fb'- 1177 psi Total Uniform Load 15 pif 15 pif Cd=0.90 CF=1.30 Cr --1.15 POINT LOADS CENTER SPAN Shear Stress: Fv - 135 psi FV = 122 psi - Load Number Qm I= Cd=0.90 Live Load 231 Ib 309 Ib Modulus of Elasticity: E - 1400 ksi E'- 1400 kst Dead Load 66 Ib 66 Ib Comp. 1lo Grain: Fc -1. 425 psi Fc -1'= 425 psi Location OR 8 i Controlling Moment: 114 fl -lb 3.92 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2, 3 Controlling Shear. -53 to At a distance d from right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 3 Comparisons with required sections: fKlt" Provided Section Modulus: 1.16 in3 7.56 in3 Area (Shear): 0.65 int 8.25 in2 Moment of Inertia (deflection): 2.73 in4 20.8 in4 Moment: 114 R -Ib 742 Mb Shear. -53 lb 668 lb PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion 25 of 28 DAVID E. CIVIL No. 47769 09/26/18 Project AP -Al 6854 Rafter Calcs 09.21-18 RPG"\xrg". Glence, Inc. se t✓ Location: 8'-W 3112 Porch Rafter- Bottom Chord - Uplift i. A 217 East Main Street Multi -Loaded Multi -Span Beam'. Middleburg, PA 17842 m [2015 International Building Code(2015 NDS)] 1.51N x 5.51N x 8.83 FT(8+0.8) 02 - Spruce -Pine -Fir- Dry Use Section Adequate By: 12.2% Controlling Factor. Deflection DEFLECTIONS Center Richt Fb- .6 Fb'- 1308 psi 9124/20188:45:54 AM Live Load -0.22 IN U431 0.07 IN 2U270 C1=0.63 CF=1.30 Cr -1.15 20.8 tn4 Shear Stress: Fv = 135 psi Dead Load 0.00 in 0.00 in 216 psi 1188 lb Cd=1.60 Total Load -0.22 IN U440 0.07 IN 21_1274 Modulus of Elasticity: E= 1400 ksi E'= 1400 ksi Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: U180 Fc -1= 425 psi Fc -1'= 425 psi REACTIONS A )} Live Load 5 Ib -103 Ib Dead Load 6 Ib 7 Ib Total Load 11 It, -96 Ib Uplift (1.6 F.S) -278 Ib 380 Ib Beadng Length 0.02 in 0.01 In BEAM DATA Center Ham Span Length 8 it 0.83 it A en Dsasftj Unbraced Length -Top 0 It 0 ft Unbraced Length -Bottom 8 ft 0.83 ft Live Load Duration Factor 1.60 UNIFORM LOADS Center ]jigb( Notch Depth 0.00 Uniform Live Load -70 pit -118 pif MATERIAL PROPERTIES Uniform Dead Load 0 plf 0 pif a'2 - Spruce -Pine -Fir Beam Self Weight 2 pit 2 pif Base Values Adiusted Total Uniform Load -69 pif -117 pif Bending Stress: Fb- 875 psi Fb'- 1308 psi 8.25 in2 Cd=1.60 C1=0.63 CF=1.30 Cr -1.15 20.8 tn4 Shear Stress: Fv = 135 psi FV = 216 psi 1188 lb Cd=1.60 Modulus of Elasticity: E= 1400 ksi E'= 1400 ksi Comp.-Lto Groin: Fc -1= 425 psi Fc -1'= 425 psi Controlling Moment: -552 ft -Ib 4.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear. 281 It, At right support of span 2 (Center Span) Created by combining all dead bads and live loads on span(s) 2, 3 Comparisons with required sections: Read Section Modulus: 5.06 in3 7.56 in3 Area (Shear): 1.95 in2 8.25 in2 Moment of Inertia (deflection): 18.54 In4 20.8 tn4 Moment: -552 ft -Ib 825 ft -Ib Shear. - 2811b 1188 lb PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion 26 of 28 DAVID E. CIVIL No. 47769 09/26/18 Project: AP -A16854 Rafter Calm 09-21-18 RPG�f.+PdQa Top Chord -Snow Location: 8'-V 3/12 Porch Rafter -To + 217 East Street / Multi -Loaded Mul"pan Beam E Middleburg, PA 17842 [20151ntemational Building Code(2015 NDS)] 1.5 IN x 5.5 IN x 8.83 FT (Actual 9.1 FT) t2 - Spruce -Pine -Fir - Dry Use Section Adequate By: 27.0% Controlling Factor. Moment DEFLECTIONS CenteQIA RAiM.6 9/24/20188:45:55 AM Live Load 0.31 IN 1-/356 Dead Load 0.07 in Total Load 0.38 IN L/287 Live Load Deflection Criteria: 1-/240 Total Load Deflection Criteria: U180 REACTIONS 9 P Live Load 309 Ib 231 to Dead Load 66 Ib 66 Ib Total Load 375 Ib 297 Ib - t Bearing Length 0.59 In 0.47 in i41 i JA - R BEAM DATA Center Span Length 8.83 It Unbraced Length -Top 0 It aun Unbraced Length -Bottom 8.83 it Beam End Elevation Difference 2.21 ft Live Load Duration Factor 1.15 UNIFORM LOADS Center Notch Depth 0.00 Uniform Uve Load 36 pit MATERIAL PROPERTIES Uniform Dead Load 13 pit i2 -Spruce -Pine -Fir Beam Self Weight 2 pit Base Values Adiusted Total Uniform Load 51 pit B di Stre Fb= en ng as: 875 psi Fb = 1504 psi Cd=1.15 CF=1.30 Cr -1.15 Shear Stress: Fv- 135 psi FV = 155 psi Cd' -1.15 Modulus of Elasticity: E= 1400 ksl E'= 1400 ksi Comp. -Lto Grain: Fc -1= 425 psi Fc -1'= 425 psi Controlling Moment: 747 Mb 4.152 Fl from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear. 322 Ib At a distance d from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Section Modulus: 5.96 in3 7.56 in3 Area (Shear): 3.11 int 8.25 In2 Moment of Inertia (deflection): 14.01 in4 20.8 In4 Moment: 747 ft4b 948 ft4b Shear. - 322 lb 854 lb PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion TRAPEZOIDAL LOADS Load Number - CENTER Qua SPAN 1vg Left Uve Load 47.6 pit 47.6 pit Let Dead Load D pit 0 pit Right Uve Load 47.6 pit 0 pit Right Dead Load 0 pit 0 plf Load Start 0 ft 0.83 it Load End 0.83 ft 8.53 It Load Length 0.83 ft 7.7 it 27 of 28 E. CIVIL No. 47769 09/26/18 Project: AP -A16854 Rafter Cates 09-21-18 RPG NOV Gleno, Inc. / Location: V-0" 3112 Porch Rafter -Top Chord - Uplift< 217 East Main Street Multi -Loaded Multi -Span Beam Middleburg, PA 17842 a [2015 International Building Code(2015 NDS)] .-� 1.5 IN x 5.5 IN x 8.83 FT (Actual 9.1 FT) #2 - Spruce -Pine -Fir- Dry Use Section Adequate By. 29.0% Controlling Factor. Moment DEFLECTIONS Center Base Values .6 9/24/20188:45:55 AM Live Load -0.30 IN L/363 Bending Stress: Fb - Dead Load 0.01 in Fb'= 1171 psi Total Load -0.29 IN L/373 Cd=1.60 C1=0.56CF=1.30 Cr --1.15 Live Load Deflection Criteria: L1240 Total Load Deflection Criteria: U180 Shear Stress: Fv = REACTIONS A j} FV = 216 psi Live Load -266 Ib -266 Ib Cd=1.60 Dead Load 7 Ib 7 Ib Modulus of Elasticity Total Load -259 Ib -259 Ib 1400 ksi F- Uplift (1.6 F.S) -261 Ib -261 Ib Comp. -Lto Grain: Fc -1= Bearing Length 0.01 in 0.01 in - F. 15 IR T Fn I1 425 psi BEAM DATA Center Span Length 8.83 ft raft Unbraced Length -Top 0 ft Unbraced Length -Bottom 8.83 it Beam End Elevation Difference 2.21 It Live Load Duration Factor 1.60 M L LOADS UNIFORM L Center Notch Depth 0.00 Uniform Load -60 pit Uniform Dead Load 0 pit MATERIAL PROPERTIES Beam Seg Weight 2 pit #2 - Spruce -Pine -Fir Total Uniform Load .59 pit Controlling Moment 572 ft -Ib 4.414 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear. 251 Ib 8.731 Ft from left support of span 2 (Center Span) Created by combining a8 dead loads and live loads on span(s) 2 Comparisons with required sections: Read Section Modulus: Base Values Arlusted Area (Shear): Bending Stress: Fb - 875 psi Fb'= 1171 psi Moment Cd=1.60 C1=0.56CF=1.30 Cr --1.15 Shear. Shear Stress: Fv = 135 psi FV = 216 psi Cd=1.60 Modulus of Elasticity E - 1400 ksi F- 1400 ksi Comp. -Lto Grain: Fc -1= 425 psi Fc -1'= 425 psi Controlling Moment 572 ft -Ib 4.414 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear. 251 Ib 8.731 Ft from left support of span 2 (Center Span) Created by combining a8 dead loads and live loads on span(s) 2 Comparisons with required sections: Read Section Modulus: 5.86 in3 7.56 in3 Area (Shear): 1.75 int 8.25 in2 Moment of Inertia (deflection): 13.74 tn4 20.8 in4 Moment -572 ft4b 738 Mb Shear. 251 lb 1188 lb PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion 28 of 28 E. CIVIL No.47769 09/26/18 Glenco,Inc. 217 East Main Street • Middleburg, PA 17842 Phmre (570) 837-0577 • FAX (570) 837-0585 JOB AP -A16854 SHEET NO. 1 OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKED BY DATE Design Criteria Listed connections to foundation/piling system must be reviewed by the foundation/piling design engineer. Foundation/piling engineer must verify the listed connections are appropriate with acutal foundation/piling system. Foundation/piling engineer may specify alternate connections that meet the required loads. Location: MA 140mph Exp C or less Building Description: Codes: Residential Two S -11 Modular Wood FrameI. i/18 MA State Building Code, 9th Edition 2015 NDS ASCE 7-10 Building Importance Category: II Seismic Criteria Seismic Design Category (SDC) B Short period design spectral response acceleration (SDs) 0.32 Seismic Importance Factor '1.00- Ultimate 1.00= Ultimate Wind Speed Exposure = Load Case Factor = Snow Load Ground Snow Load = Snow Importance Factor Vult = 140.0 mph PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion 35 psf 1.00 JOB AP -A16854 SHEET NO. 2 OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKEDBY DATE Design Criteria Cont. Floor Diaphragm Aspect Ratio Length of side (1-1)(house width) = 27.5 ft. Length of side (1-2)(house length) = 57 ft, L2&Ll= 21 1`-' < 3:1 Z Max Mean Roof Height = 25 ft. Exposed Foundation Height= 2 ft. Roof Framing Span (Horizontal Projection) = 13.75 ft. Roof Framing Spacing = 16 in. D.C. Roof Overhang Length = 1 ft. Roof Slope = 4.6 c:12, & 12/12 Roof Diaphragm Aspect Ratio Length of side (1-1)(width) = 27.5 ft. Length of side (1-2)(length) Roof / Ceiling Assembly Dead Load = ..'W psf No. 47769 Lklf'��fll� PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion JOB AP -A16854 SHEETNO. 3 OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKED BY Design Criteria Cont. 1 st Story Loadbeadng Wall Height = 9 ft. Max 2nd Story Loadbearing Wall Height = 8 - ft Wall Stud Specifications = 2x6 Wall Stud Spacing = 16 in. o.c. Shearwall Segment Aspect Ratio 1stStory Shearwall Height 9;=t;ft• 2nd Story Shearwall Height a ift. SPF p3 2nd Story Wall Length Available for Full Height Sheathing Bline t 13.67 ft. Lline A 20.58 ft. Bline_2 10.42 ft. 2nd Story Maximum Unrestrained Opening Height Hline_1 0 in. Hline_A .66 in. Hline 2 66 in. DATE GYP H/15 H/15 6.00:gft. �6i3 t; ft. i PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion DAVID E. CIVIL No. 47769 09/26/18 OSB - PLY 1 st Story Minimum Shearwall Length = H / 3.5 2nd Story Minimum Shearwall Length= N r H/3.5= , 2 29 ft. 1 t i3� A fji via: list Story Wall Length Available for Full Height Sheathing Bline_1 17.50 ft. Lline_A- 37.75 ft. Bline_2; 21.00 ft. Lline_B 17.00 'ft. list Story Maximum Unrestrained Opening Height Hline_1 84 in. Hline_A 84 in. Hline 2 66 in. Hline B 84 in. 2nd Story Wall Length Available for Full Height Sheathing Bline t 13.67 ft. Lline A 20.58 ft. Bline_2 10.42 ft. 2nd Story Maximum Unrestrained Opening Height Hline_1 0 in. Hline_A .66 in. Hline 2 66 in. DATE GYP H/15 H/15 6.00:gft. �6i3 t; ft. i PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion DAVID E. CIVIL No. 47769 09/26/18 JOB AP -A16854 SHEET NO. 4 OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKEDBY DATE Uplift Connections Building Width = 27.5'5 ft. Roof Framing Spacing = 16 o.c. Roof /Ceiling Assembly Dead Load :" 15 -z psf Roof Span = ; 27,6 41 ft. Amount of load to be subtracted per Story = = Q(Unit Width / 2) x Floor/Roof Dead Load) + Wall Dead Load} x 0.6 {`[(13 761 11 ft / 2) x 10 psf) + 60 plf} x 0.6 U, E` 77 za.p If CLLs 3 Sec Gust Wind Speed = 140 " mph o DAVID E. a - - BILLINGSLEY CIVIL H No. 47769 /ST PNO\@ 09/26/18 Vertical Design Wind Pressures See pages 13A thru 13C for pressure calcs. Windward Uplift Pressure i,22 730psf Leeward Uplift Pressure = 22 73 psf Overhang Wind Uplift Pressure = 34.76"psf Roof to 2nd Story Wall Connection Load = `243,°z plf A 2nd Story Wall to 1 st Story Walt Connection Load = 243 "plf 77 Dif = - :,166 DIf PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion - 1 st Story Wall to Foundation Connection Load = 166 ` plf 77 pIf = 89 plf JOB AP -A16854 SHEET NO. 5 OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKEDBY DATE Uplift Connections (cont'd) Note: All uplift load on roof resisted at sidewalls Main Building Connection Design Connections to transfer uplift loads from the roof assembly to foundation must maintain a continuous load path. Use structural connectors to provide the required connection. Alternate connection methods may be used, if they are satisfactorily proven to resist the calculated loads. Rafter to Ceiling Joist Connection w/ gussets Connector. 11(2) 7/16" WSP Gusset Plates (1) ea side of rafter Reference page 8 for Fastener ?7/16 x 1 1/2" x 16 ga staples staple capacity calc. Staple Value - Lateral value 7/16inx 1 1/2in x 16 ga staple w/lin penetration = j&38.'J s lbs per staple Allowable Load = t'T38 1 ? f Ib cap x " 5 Staples 191;; Ib for HF or SPF Note: The number of required staples above is the amount of staples required to fasten EACH gusset to the rafter and EACH gusset to the ceiling joist. Req'd Uplift Load 243 ,�plf MCNiTY Rafter in. to ft. Per Required Provided Spacing conversion Gusset Capacity Capacity x f18,ino.c x elft%,12m /16?t;lb < �0191 "per gusset Edge Rail to 2nd Story Wall Stud Connection Connector. :1.25 X20 ga steel strap' Fastener. (7) 10d nails in ceiling joist and 10d nails in wall stud ( ' Allowable Load = 860 lb PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Provided Spacing �6.' in. Connector Req'd Uplift in. to ft. Req'd Provided Capacity Load conversion Spacing Spacing 860 lbs / 243 plf x 111/12 in = : 42 in. 32 in. JOB AP -A16854 SHEET NO. 6 OF 44 CALCULATED BY D13 DATE 9/25/2018 CHECKED BY DATE Uplift Connections (cont'd) 2nd Story Wall Stud to 2nd Story Floor Band Connection line 7 A Connector. Simpson Strong -Tie LSTA1 2 ,fstr,ap),;:_ ,69)OV48"x2.5"nails i (5eachend o Allowable Load Req'd Uplift Req'd Provided Load Spacing Spacing 27 line—A — 243'1,'Plf c ',if,3,9 in o.c. ';,32'-" in o.c. 2nd Story Wall Stud to 2nd Story Floor Band Connection line_1 line—2 Connector. 7�16 - OSB/PLY overlap, 2 rows of 0.131",x2.5" Nails Allowable Load 92 lb Req'd Uplift Req'd Provided Load Spacing Spacing OF line_1 276,-1 pif line ill�., IIII [Xi,64�4 in ox Vi I� J . " I '1z' r6��,t, in o c "SiI 2 pif LM.,..i In D.C. n o.c. DAVID E, sa 2nd Story Floor Band to 1st Story Ceiling Band Connection - line LUNG _A CIVIL Connector: ,Si rl 'Stro'ng-Tie LS-rA'15 ,son Vo. 477 9 (6each end of strap) Foy . T 09/26/18 Allowable Load 950,�� lb Req'd Uplift Req'd Provided Load Spacing Spacing line A III 74'plf 48 in o.c 48 in o.c. 2nd Story Floor Band to 1 st Story Ceiling Band Connection line -1 & line -2 Connector. 7116".OSBIPLY overlap - 2 rows "o,of 0131"x2 Allowable Load 1.92. lb Req'd Uplift Req'd Provided Load Spacing Spacing line_2 458 in D.C. S,: in o.c. 1st Story Ceiling Band to 1st Story Wall Stud Connection line—A Connector Simpson Strong -Tie LSTAII 2 {110)0.1148inx2.5inmils-a (5 each end of Strap). Allowable Load71915; � lb Req'd Uplift Req'd Provided PFS Corporation lst,Stor� Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion Load Spacing Spacing line A 174 plf ?'48-" in D.C. 48 In o.c. Ceiling Band to 1st Story Wall Stud Connection line -1 & line -2 Connector 7/16" OSB/PLY overlap 2 rows of 0.131 "x2.5" Nails Allowable Load = 192 lb Req'd Uplift Load Req'd Provided Spacing Spacing JOB AP -A16854 SHEET NO. 6A OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKEDBY DATE Uplift Connections (conPd) 1st Story Wall Stud to Floor Band Connection Connector. 1/16 OSB/PLY overlap Door rim joist mm W Fastener. 0.131in x 2-1/2in nails Must Use Nails in Higher than Seismic Zone C Lateral Value = f96 s lbs per fastener x Use 2 rows of fasteners along bottom edge of panel - stagger spacing between rows Req'd Uplift Required Load Spacing line_A t"199 plf ""6'in, o.c. line_8 3 { 479 plf 4 „, in. o.c. line294 k plf , 6 $ in. o.c. _1 line_2 0a plf 6 in. o.c. 4i OFALgs DAVID E. sa BILLINGSLEY CIVIL w No.47769 NAL 09/26/18 PFS Corporation J Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion JOB AP -A16854 SHEETNO. 7 OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKED BY DATE Uplift Connections (cont'd) Design 1st Story Module to Sill Plate Connection Assume Typical 1st Story Module to Sill Plate Connection made with Connector: 7/]6" 0SB/PLY overlap sill plate LS 1 N1 Fastener. 0.131 in x 2-1/2in nails Must Use Nails in Higher than Seismic Zone C Lateral Value =96 Itis per fastener Use 1 row of fasteners along bottom edge of panel Floor Band to Sill Plate Connection Req'd Uplift Req'd Load Spacing line_A �,4 99 plf 5 a din. o.a line _Bix 479. `plf 3 1in.D.C. line -11 plf " + 3 din. o.c. line_2 , 0. `;,plf in. o.c. OF yqS"C DAVID E. yc BIWNGSIEY c0i CIVIL h No. 47789 A9Fc/STEPS 09/26/18 PFS Corporation NAL "G Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion JOB AP -A16854 SHEET NO. 8 OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKED BY DATE Single Shear Staple Capacity w/ min. 1" Penetration D;L0063�4in 'Other Dowel -Type Fasteners' Diameter Fp = 1 E+05 psi Dowel bending yield strength R 2 2 Reduction Term - See Table 11.3.1 B SPF; - Side member species Ms = R, Main member species SO = 16 in main member dowel bearing length 1.6 (1,438 in 1..:., , side member dowel bearing length Fa„ = 3350 psi main member dowel bearing strength F„ = 3.350 psi side member dowel bearing strength Table 11.3.1A Yield Limit Equations: Mode Shear 1. Z,m= DxlmxFem X CD Rd I, Zia = D x la x F. x CD Ib Rd II Z,= k,xDxl,xF„ x CD lb Rd �. Ib Rd Ill. Zmn= k2xDxl.xF,. x CD = 542 (1+2R) x Rd Ills Z111,= k3 x D x I, x F,. x Co ;. 2$;8 ' Ib (2+R°) x Rd . IV Zx,= D2 x 2 x Fem x Fyb ('n1 Rd 3x(1+R°) Notes: K, = (Re +(2R,2x(1+R+R 2))+(R2xR°3)1("2)-[Re x(1+R,)] (1+R) K2 = -1 +rx (1+R)) + 2F x (1+2R,) x D2 (1n) 3F°. x 1.2 K3 = -1 + (2 x 0+R)) + 2F x (2+R°) x D2 OT2) R° 3Fm x 1,2 Staple Capacity: Zstaple = 2 Legs x Zmin Zstaple = .y 381 lbs DAVID E. No.47769 1116MI- yr.] Minimum Shear, Zmin ;;191 ; pIb = 1.3 PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion 'Other Dowel -Type Fasteners' is = 0.438 in Side member thickness tm = 1 - in Main member penetration Ss = SPF; - Side member species Ms = SPF Main member species SO = 16 Staple Gage CD = 1.6 Load Duration Factor Table 11.3.1A Yield Limit Equations: Mode Shear 1. Z,m= DxlmxFem X CD Rd I, Zia = D x la x F. x CD Ib Rd II Z,= k,xDxl,xF„ x CD lb Rd �. Ib Rd Ill. Zmn= k2xDxl.xF,. x CD = 542 (1+2R) x Rd Ills Z111,= k3 x D x I, x F,. x Co ;. 2$;8 ' Ib (2+R°) x Rd . IV Zx,= D2 x 2 x Fem x Fyb ('n1 Rd 3x(1+R°) Notes: K, = (Re +(2R,2x(1+R+R 2))+(R2xR°3)1("2)-[Re x(1+R,)] (1+R) K2 = -1 +rx (1+R)) + 2F x (1+2R,) x D2 (1n) 3F°. x 1.2 K3 = -1 + (2 x 0+R)) + 2F x (2+R°) x D2 OT2) R° 3Fm x 1,2 Staple Capacity: Zstaple = 2 Legs x Zmin Zstaple = .y 381 lbs DAVID E. No.47769 1116MI- yr.] Minimum Shear, Zmin ;;191 ; pIb = 1.3 PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion C JOB AP -A16854 SHEET NO. 8A OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKEDBY DATE Single Shear Staple Capacity w/ Metal Side Member w/ min. 1" penetration Table 11.3.1A Yield Limit Equations Mode Shear Im Zhn= Dxlm xFem x C O 1 1535 �� "Other Dowel -Type Fasteners" D = lk009 in Diameter is = 0.036 in Side member thickness Fyb = 1E+05 psi Dowel bending yield strength tm = 1 in Main member penetration Rd Reduction Term - See Table 11.3.1 B Ss = 20GA Steel Side member species R. = %0,054 = Fm / Fe, Ms = SPF Main member species R,27:78 = IM / I, SG = 16 Staple Gage Im 'in main member dowel bearing length CD = 1.6 Load Duration Factor k = z 0.036 'in side member dowel bearing length III, 7�113 = k3 x D x 4 x F. x CD F,m = 3350 psi main member dowel bearing strength F„ = 61850 psi side member dowel bearing strength IV Ziv= D' x2 x Fern x Fyb 11121 Table 11.3.1A Yield Limit Equations Mode Shear Im Zhn= Dxlm xFem x C O 1 1535 �� Rd I, Z„= DxkxF„ x CO 1020 Ib n w,0 Rd II Z,= k,xDxl,xF. x CD628� Ib Rd Illm 7yiim = k2 X D x Im x F=„ x CD 66 7 Ib ; t�� (1+2Re) x Rd III, 7�113 = k3 x D x 4 x F. x CD (2+Re) x Rd IV Ziv= D' x2 x Fern x Fyb 11121 Rd 3x(1+R,) Notes: K, _ (Re + (2R,2 x (1+R,+Rt2)) + (R,2 x Re3)1(in) - (R, x (1+R,)) 0+R,) K2 = -1 +(2 x (1+R,)) + 2F x (1+2R,) x D' (112) 3F,m x Im2 K3 = -1 + (2 x (1+R,)) + 2F x (2+R,) x D2 (712) R, 3F,m x 1,2 Staple Capacity: Zstaple = 2 Legs x Zmin Zstaple = lbs DAVID E. ILLINGSLE CIVIL No.47769 09/26/18 Minimum Shear, Zmin sE „263 ,;Ab 0.5 11.8 PFS Corporation Northeast Region', APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion JOB AP -A16854 SHEET NO. 9 OF 44 CALCULATED BY DB DATE 9/2512018 CHECKED BY DATE 16GA Strap Capacity Thickness of Strap = 0.0598 in Strength of Steel = 36 ksi Strength Reduction Factor = 0.6 Width of Steel Strap = 1.5 in Thickness of fastener= 0.1310 in Capacity of Strap = Thicknes x (Width of Strap - Width of fastener) x Strength of Steel x Strength Reduction Factor = Capacity of Strap = ,1768iii Ib 0.131'x2.5" Nail Capacity Shear Z = 83 Ib NDS Table 11P Load Duration Factor = 1.6 for wind Adjusted Fastener Capacity= ,132.8; Ib Required Quantity of Fasteners to achieve max capacity of strap = QTY =." 114# 14,Vnails each end of each strap .. ut. CIVIL No. 47769 09/26/18 PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion JOB AP -A16854 SHEET NO. 9A of 44 CALCULATED BY DB DATE 9/25/2018 CHECKED BY DATE 20GA Strap Capacity Thickness of Strap = 0.0359 in Strength of Steel = 36 ksi Strength Reduction Factor = 0.6 Width of Steel Strap = 1.25 in Thickness of fastener= 0.1310 in Capacity of Strap = Thicknes x (Width of Strap - Width of fastener) x Strength of Steel x Strength Reduction Factor = Capacity of Strap = 867.7.E Ib 0.131"x2.5" Nail Capacity Shear Z= .81:. Ib NDS Table 11P Load Duration Factor = 1.6 for wind Adjusted Fastener Capacity= : 129.6 S Ib Required Quantity of Fasteners to achieve max capacity of strap = QTY = . 7*nails each end of each strap 14 CIVIL No. 47769 09/26/18 PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion I Uplift Connections (cont'd Marriage Wall Loads TIP fill V�',A Unit Uplift Load = 243'01ptf JOB AP -A16854 SHEET NO. 10 OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKEDBY DATE Roof to 2nd Story Wall Connection Load 243` plf DAVID ILUNGSLEY CIVIL No. 47769 leis 09/26/18 2nd Story Wall to 1st Story Wall Connection Load i 2 p I f 59 plf = 1843,:plf Wall to Girder Connection Load = 784, p I f 54 plf = plf *Connection loads less than 0 do not require uplift connectors Amount of load to be subtracted per Story = [(Unit Width / 2) x Floor/Roof Dead Load] + Wall Dead Load U(13-75 ft 2) x 10 psq + 30 plf) x 0.6 59 plf PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion a Joe AP -A16854 SHEET NO. 11 OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKEDBY DATE Uplift Connections (cont'd) Marriage Wall Connection Design Roof Truss to 2nd Story Wall Stud Connection Connector: Simpson, Strong -Tie L s,,rA 1 12 Fastener .(10) l .0,148"x2,5"�nails�i�,,�E��. 7:,,-J�5eich end of strap) Allowable Load = 7� 795 lb Req'd Uplift Reqd Provided Load Spacing Spacing 39 ", in. 2,,,I<An. DAVID E� NOSLy s. CIVIL ...... N 47769 _"i0)) LL,09/26/18 PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion M JOB AP -A16854 SHEET NO. 11A OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKED BY Uplift Connections (cont'd) Marriage Wall Connection Design DAVID E ... *1 GS AV' IN L CIVIL N 47769 8 )0t 91261, DATE 2nd Story Wall Stud to 2nd Story Floor Band Connection Connector: Simpson Strong -Tie LSTAI 2. Fastener: (10)0.148inx2.5in nails -J'5 each end of sra Allowable Load = 795 11b Req'd Uplift Req'd Provided Load Spacing Spacing pif 48 in 148 in. 2nd Story Floor Band to 1 st Story Ceiling Band Connection (One Side Only) Connector. Simpson Strong -Tie LSTAI 5 i Fastener. (12) 0.148inx2.5in nails. (6 each end of strap) Allowable Load = 950_llb Req'd Uplift Req'd Provided PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion Load Spacing Spacing 366. plf 31 in. 16 in. JOB AP -A16854 SHEET NO. 11B OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKED BY Uplift Connections (cont'd) Marriage Wall Connection Design DATE 1st Story Ceiling Band to 1st Story Wall Stud Connection Connector. -SimpsonStrong-Tie , L r TrAl2, Fastener. (1.0)9,148inx2.5in nails, (5 each ,e a end of strap) Allowable Load = 7915 lb Req'd Uplift Req'd Provided DAVID E. No, 47769 09/26/18 Load Spacing Spacing 184�,iplf x1 48Ain. 48 i in. list Story Wall Stud to Floor Girder Connection Connector. Simpson Strong -Tie LSTAI 2 Fastener: (19} 0.148"x2 5 nails (5 each and of strap) Allowable Load = 795 lb for SPF Req'd Uplift Req'd Provided Load Spacing Spacing 4,?!, pit 4a in. in. Floor Girder to Foundation Connection Req'd Uplift Load 125 pif per box PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion Uplift Connections fcont'dl JOB AP -A16854 SHEET NO. 12 OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKED BY DATE Check Tensile Strength of Studs to Transfer Uplift Loads DAVID E. LUNGSLE CIVIL No.47769 Nominal Tensile Stress Ft= 250 rrr psi Load Duration Factor CD= 1,'s. Size Factor CF= 1.3 Allowable Tensile Stress Ft = Ft CD CF - ` Mo-' psi Net Area of Stud A=u8.25: int Allowable Tensile Load ANSI / AF&PA NDS Table 4A ANSI / AF&PA NDS Table 2.3.2 ANSI / AF&PA NDS Table 4A ANSI / AF&PA NDS Table 4.3.1 P, = F, A = 4290 Ib > "32 5, Ib OK , R911011-101 PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion ADB AP -A16854 SHEET NO. 12A OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKED BY DATE Sliding Connections Capacities Design 1st Story Module to Sill Plate Connection Assume Typical Connection made with 0131" x 3" toenails:? Specific Gravity of Member G €. Thickness of Member Nominal Lateral Capacity of Nails in Single Shear Z Cat$2�'Ib Load Duration Factor CD �tfi'L6;i Toe -Nail Factor C01. Allowable Lateral Capacity of Nails in Single Shear Z Z CD Cb = 109 ;lb . DAVID E. No.47769 09/26/18 ANSI / AF&PA NDS Table 11 N ANSI / AF&PA NDS Table 2.3.2 ANSI / AF&PA NDS 11.5.4 ANSI / AF&PA NDS Table 10.3.1 2" D.C. nails = y 1,199 Ib x 12 in/ft( 2 in o.c = k653 pif 3" o.c. nails = 109',''' lb r x 12 in/ft/ 3 in o.c = 435 ,Splf 4" o.c. nails = 109 ' Ib x 12 in/ft/ 4 in ox ,. = 326 '; plf 5" D.C. nails = 109 Ib x 12 in/ft/ 5 in ox = 261 ;ipif 1674' plf 3 = 590 pif 6" o.c. nails = 109 `Ib x 12 in/ft/ 6 in ox = 2117 plf 0.131" x 3" Nails' Z'=ZCD= 131„Ib .i,-787 " plf 2 rows of 0.131"x3” nails at 4" o.c. =r X131 <': Ib x 2 rows of 0.131"x3" nails at 5" o.c. = 'T-1 31 ' Ib x 2rows of0.131"x3"nails at6"o.c. = x 131,?lb x 2 rows of 0.131"x3* nails at 7" o.c. = 131 1b x 2 rows of 0.131"x3" nails at 8" D.C. = 131- Ib x 3 rows of 0.13 1 "x3" nails at 4" o.c. = 131 Ib x 3 rows of 0.131"x3" nails at 5" D.C. = :131 Ib x 3 rows of 0.131"x3" nails at 6" o.c. = 131 ` Ib x 3 rows of 0.131"x3" nails at 7" D.C. = 131 Ib x 3 rows of 0.131"x3" nails at 8" D.C. = 131 Ib x 12 in/ft/ 12 in/ft/ 12 in/ft/ 12 in/ft/ 12 in/ft/ 12 in/ft/ 12 in/ft/ 12 in/ft/ 12 in/ft/ 12 in/ft/ PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion 4 in ox x 5 in ox x 6 in ox x 7 in ox x 8 in ox x 4 in ox x 5 in ox x 6 in ox x 7 in ox x 8 in ox x 2 = .i,-787 " plf 2 = ' 62V pif 2= 524:, plf 2 A49 plf 2= '393,:pif 3 = 1180 pif 3 = 944 , plf 3= 787 pif 3 = 1674' plf 3 = 590 pif JOB AP -A16854 SHEET NO. 13 OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKED BY Shear Connections - MWFRS DATE Roof Pitch =12 4'I Roof Height = 6 Jft Roof Span = t13 75x ft, 3 Sec Gust Wind Speed !� 1.40 mph Wind Exposurett zC Max Wall Height= 9 ft Wind Importance Factor _ s> 9 P �; >b End Zone Length „ 600 It Building Length =x,57 aft Floor/Ceiling Depth = 1,8 ft Horizontal Design Wind Pressures Enter 16psf as minimum value or if value is less than zero Wall Pressure Perp to Ridge = X21 47y psf See Page 13A 8136 for pressure calcs Roof Pressure Perp to Ridge = 16 60 psf Wall Pressure Parallel to Ridge = t 21 ATpsf Roof Pressure Parallel to Ridge = {'22:,73;'[ psf PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion DAVID E. No.47769 09/26/18 Perpendicular to Ridge Roof Diaphragm Load (Roof Hor. Press. Perp. x Roof Height) + (Wall Hor. Press, Perp. x Wall Height/ 2) Roof Diaphragm Load = 190 plf Floor Diaphragm Load [Wall Hor. Press. Perp. x (Wall Height+Floor/Ceiling Depth)] Floor Diaphragm Load = x"227 � If Parallel to Ridge Roof Diaphragm Load = (Roof Hor. Press. Par. x Roof Height/2) + (Wall Hor. Press. Par. x Wall Height / 2) Roof Diaphragm Load = 157plf Floor Diaphragm Load = [Wall Hor. Press. Par. x (Wall Height+Floor/Ceiling Depth)] Floor Diaphragm Load 221 plf Shear Connections - MWFRS Roof Pitch 3 Sec Gust Wind Speed, V = Wind Exposure) C Max Wall Height ft End End Zone Length = 1 �6.00'2ft Floor/Ceiling Depth - �'�,`1.& qz = 0.00256KzKztKdV21LC K.= 0.94' Ka = c0.85 qz = 24O5q psf p = gGCP - q,(GCp) JOB ' AP -A16854 `,•57 ` ft SHEET NO. 13A OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKED BY DATE Roof Height= ft Roof Span = X13175 r ft, Wind Imp. Factor, I = ' Building Length, L `,•57 ` ft ft Mean Roof Height h A Building Width, B 27:6ft Load Case Factor, LC = 6 Per Table 27.3-1 from 7-10 and per table 6-3 from 7-05. (For 7-05 use highest value from case 1 and case 2. ) Per Table 26.6-1 from 7-10 and per table 6-4 from 7-05. G = 0 85 \ for rigid structures Perpendicular to the Ridge C0 J CP„ = 0.8 "01 Windward Wall Exterior Pressure Coefficient Ca„ = ',',x0.25 Leeward Wall Exterior Pressure Coefficient C,= -0 45 Windward Roof Exterior Pressure Coefficient Co = 0 60 y 0 6 t Leeward Roof Exterior Pressure Coefficient n Parallel to the Ridge Cp„ _0 8 ,Z. 1 Windward Wall Exterior Pressure Coefficient Ca Leeward Wall Exterior Pressure Coefficient CP Windward Roof Exterior Pressure Coefficient Cpr = 0.90 0.18' Leeward Roof Exterior Pressure Coefficient GCa = 0.18 0.18 DAVID E. CIVIL No. 47769 09/26/18 PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion DAVID E. LLINGSLE CIVIL Vo.47769 Roof Pitch = � 12 3 Sec Gust Wind Speed, V Wind Exposure = CA Max Wall Height 9 ;:eft End Zone Length ' t6 00ft Floor/Ceiling Depth' k18, q, 2405ypsf p = gGCp - q;(GCy) MWFRS - Wind Perpendicular to Ridge Walls Windward JOB AP -A16854 SHEET NO. 13B OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKED BY DATE 09/26/18 Roof Height = ( 6.2771 ft Roof Span = "4M mph Wind Imp. Factor, I Building Length, L ;57 ft Mean Roof Height h H ' 25 tr ft Building Width, B �.27. 7ft Load Case Factor LC = 0 6;A G = li.Q 85,E for rigid structures P = ( 24.05 psf x 0.85 x 0.8 ) - 24.05 psf x P = ( 24.05 psf x 0.85 x 0.8 ) - 24.05 psf x Leeward P = ( 24.05 psf x 0.85 x -0.25 ) - 24.05 psf x P = ( 24.05 psf x 0.85 x -0.25 ) - 24.05 psf x Roof Windward P = ( 24.05 psf x 0.85 x -0.45 ) - 24.05 psf x P = ( 24.05 psf x 0.85 x -0.453 ) - 24.05 psf x Leeward P = ( 24.05 Psf x 0.85 x -0.60 ) - 24.05 Psf x P = ( 24.05 Psf x 0.85 x -0.60 ) - 24.05 Psf x Overhang Pressure p = gGCp rc*oa * gGCw.*a,,,m,j P = ( 24.05 psf x 0.85 x 0.18 ) = 12.0 psf -0.18 ) = 20.7 psf 0.18 ) = -9.4 psf -0.18 ) = -0.8 psf 0.18 ) = -13.6 psf -0.18 ) = -4.9 psf 0.18 ) = -16.6 psf -0.18 ) = -7.9 psf 0.80 ) - ( 24,05 psf x 0.85 x -0.45 ) 25.6 Dsf PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion sTE ,,$109/26/18 Roof Pitch = � 512.4 3 Sec Gust Wind Speed, V = Wind Exposure = ? r' C' 3 yac Max Wall Height 19 _ft End Zone Length 6.00'; ft Floor/Ceiling Depth = t,;',1 8 q:24.AOSpsf JOB AP -A16854 yZH DF Mgs`Q9 Walls Psf x Windward SHEET NO. 13C OF 44 C yG 24.05 Psf x 0.85 x Leeward DAVID E.. CALCULATED BY DB DATE 9/25/2018 LLINGSLEY 24.05 Psf x 0.85 x CIYIL -+ CHECKED BY DATE M No. 47769 sTE ,,$109/26/18 Roof Pitch = � 512.4 3 Sec Gust Wind Speed, V = Wind Exposure = ? r' C' 3 yac Max Wall Height 19 _ft End Zone Length 6.00'; ft Floor/Ceiling Depth = t,;',1 8 q:24.AOSpsf Roof P = gGCp - q (GCpl) MWFRS - Wind Parallel to Ridge Walls Psf x Windward P = ( 24.05 Psf x 0.85 x P = ( 24.05 Psf x 0.85 x Leeward P = ( 24.05 P = ( 24.05 Psf x 0.85 x P = ( 24.05 Psf x 0.85 x Roof = 12.0 Windward -0.18 ) P = ( 24.05 Psf x P = ( 24.05 psi x Leeward -0.18 ) P = ( 24.05 psf x P = ( 24.05 Psf x Roof Height=[,-6271i'9ft Roof Span = 1J "'5 jr' ft, Wind Exposure Adjustment Factor- �� tr Wind Imp. Factor, I =' Building Length, L l : 57 ft Mean Roof Height hr x,25 ft r, , > Building Width, B - U77 5:ft Load Case Factor LC G= * 0 85 for rigid structures 0.8 ) - 24.05 Psf x 0.8 ) - 24.05 Psf x -0.25 ) - 24.05 Psf x -0.25 ) - 24.05 Psf x 0.85 x -0.90 ) - 24.05 Psf x 0.85 x -0.90 ) - 24,05 psf x 0.85 x -0.90 ) - 24,05 psf x 0.85 x -0.90 )- 24.05 Psf x 0.18 ) = 12.0 psf -0.18 ) = 20.7 psf 0.18 ) = -9.4 psf -0.18 ) = -0.8 psf 0.18 ) = -22.7 psf -0.18 ) = -14.1 psf 0.18 ) = -22.7 psf -0.18 ) = -14.1 psf Overhang Pressure p = gGCpm ww dw + CIGCpwwK w mr ., P = ( 24.05 Psf x 0.85 x 0.80 ) - ( 24.05 Psf x 0.85 x -0.90 ) job DSf PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion u,_ JOB AP -A16854 OF "^`T.`0 SHEET NO. 13D OF 44 DAVID E. cyc CALCULATED BY DB DATE 9/25/2018 LLINGSLEY CHECKED BY DATE CIVIL H No. 47769 09/26/18 Roof Pitch = �S 12r Roof Height= 6x271 ft Roof Span = 13 7"5g, 3 Sec Gust Wind Speed, V ;;.1�40��; mph Wind Exposure = Max Wall Height= End Zone Length Floor/Ceiling Depth = qz = 0.00256KzKztKdV21LC K.= 0.94 Ka= Ka q,= 24.05'psf p = gGCp - gi(GCW) G = 0.85'" Walls Cpa. = 1.00 Cpw = 1 10.`' Cps, = 1 00 Cps = Roof Cpl.= 01,44 Cpl.= Cpl. = 0 44 Cpl- Cp3. = 0.44 Cp3. 72AI sx. ft Wind Imp. Factor, I = jar ' ti ft Building Length, L 5Z- • ft 8 ft Mean Roof Height h I Y25 + ft Building Width, B = 27,5 ft Load Case Factor, LC = ; 0:6 r�'lrt:.:,, 4z Per Table 30.3-1 from 7-10 and per table 6-3 from 7-05. (For 7-05 use highest value from case 1 and case 2. ) Per Table 26.6-1 from 7-10 and per table 6-4 from 7-05. for rigid structures PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion GCp; = 0.18 -0.18 Per Figure 30.6-17-10 and per Figure 6-17 7-05 Zone 4 Positive Zone 4 Negative Zone 5 Positive Zone 5 Negative Per Figure 30.4-2A,B&C 7-10 and per Figure 6-11 B,C&D 7-05 Zone 1 Positive Cploh. = . .;;0 44 r Zone 1 OH Positive Zone 1 Negative Cploh k=0 87 ` Zone 1 OH Negative Zone 2 Positive Cpzon 0,44.; Zone 2 OH Positive Zone 2 Negative CpZoh. = -2.20." Zone 2 OH Negative Zone 3 Positive Cp3oh. = 0.44 Zone 3 OH Positive Zone 3 Negative Cpxh. _ -3.31 Zone 3 OH Negative GCp; = 0.18 -0.18 DAVID E. LLINGSLE CIVIL Roof Pitch = E,5:1121 3 Sec Gust Wind Speed, V = Wind Exposure Max Wall Height End Zone Length Floor/Ceiling Depth 1,8 q: = t 24.1.05 G psf P = gGCp - q(GCW) Walls x SHEET NO. Zone 4 CALCULATED BY DB DATE 9/25/2018 P = ( 24.05 PSI x P = ( 24.05 psf x P = ( 24.05 Psf x P = ( 24.05 psf x Zone 5 - 24.05 psf x P = ( 24.05 Psf x P = ( 24.05 Psf x P = ( 24.05 Psf x P = ( 24.05 Psf x Roof 1.00 ) - P4.05 Zone 1 0.18 ) = 16.0 P = ( 24.05 psf x P = ( 24.05 Psf x P = ( 24.05 Psf x P = ( 24.05 Psf x Zone 2 psf x 0.18 ) P = ( 24.05 psf x P = ( 24.05 psf x P = ( 24.05 Psf x P = ( 24.05 psf x Zone 3 - 24.05 Psf x P = ( 24.05 Psf x P = ( 24.05 Psf x P = ( 24.05 Psf x P = ( 24.05 psf x JOB x SHEET NO. 13E OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKED BY DATE 09/26/18 Roof Height= ix6 271' It Roof Span = f11e3.751 ft, Wind Imp. Factor, x Building Length, L 5Z.x:ft - 24.05 Mean Roof Height, h 0.18 ) Building Width, B = 27.5 ft PFS Corporation Load Case Factor, LC0 6� Northeast Region G= 085 for rigid structuri s APPROVED - 24.05 John Baker -0.18 ) 10/22/2018 psf Approval limited to x Factory Built Portion 0.85 x 1.00 ) - 24.05 Psf x 0.18 ) = 16.0 psf 0.85 x 1.00 ) - 24.05 Psf x -0.18 ) = 24.7 psf 0.85 x -1.10 ) - 24.05 psf x 0.18 ) = -26.7 psf 0.85 x -1.10 ) - 24.05 Psf x -0.18 ) = -18.1 psf 0.85 x 1.00 ) - P4.05 psf x 0.18 ) = 16.0 psf 0.85 x 1.00 ) - 24.05 Psf x -0.18 ) = 24.7 psf 0.85 x -1.39 ) - 24,05 psf x 0.18 ) = -32.8 psf 0.85 x -1.39 ) - 24.05 Psf x -0.18 ) = -24.1 psf 0.85 x 0.44 ) - 24.05 Psf x 0.18 ) = 4.6 psf 0.85 x 0.44 ) - 24.05 Psf x -0.18 ) = 13.2 psf 0.85 x -0.87 ) - 24.05 Psf x 0.18 ) = -22.1 psf 0.85 x -0.87 ) - 24,05 psf x -0.18 ) = -13.4 psf 0.85 x 0.44 ) - 24.05 Psf x 0.18 ) = 4.6 psf 0.85 x 0.44 ) - 24.05 Psf x -0.18 ) = 13.2 psf 0.85 x -1.54 ) - 24.05 Psf x 0.18 ) = -35.8 psf 0.85 x -1.54 ) - 24.05 Psf x -0.18 ) = -27.1 psf 0.85 x 0.44 ) - 24.05 Psf x 0.18 ) = 4.6 psf 0.85 x 0.44 ) - 24.05 Psf x -0.18 ) = 13.2 psf 0.85 x -2.41 ) - 24.05 Psf x 0.18 ) = -53.6 psf 0.85 x -2.41 ) - 24.05 psf x -0.18 ) = 44.9 psf Shear Connections - C&C Roof Pitch = 5}1 3 Sec Gust Wind Speed, V Wind Exposure Cy Max Wall Height 9,; � ft End Zone Length Y6. O vft Floor/Ceiling Depth= q: 24.05;y psf p = gGCo - gj(GCpj) DAVID E. LLINGSLE CIVIL No. 47769 Roof OH Zone 1 OH 09/26/18 JOB AP -A16854 SHEET NO. 13F OF 44 CALCULATED BY DB DATE 9/2512018 CHECKED BY DATE Roof Height = 6 271{ft Roof Span=1r375ft, mph Wind Imp. Factor, I> 24.05 psf x 0.85 Building Length, L 57; ft ft Mean Roof Height, h r.'25 = ft Building Width, B = 27:5 ft psf P = ( Load Case Factor, LC =', 0 6 :) c G= 0.85 for rigid structures - 0.44 ) PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion P = ( 24.05 psf x 0.85 x 0.44 ) - 24.05 psf x 0.18 ) = 4.6 psf P = ( 24.05 psf x 0.85 x 0.44 ) - 24.05 psf x -0.18 ) = 13.2 psf P = ( 24.05 psf x 0.85 x -0.87 ) - 24.05 psf x 0.18 ) = -22.1 psf P = ( 24,05 psf x 0.85 x -0.87 ) - 24.05 psf x -0.18 ) = -13.4 psf Zone 2 OH P = ( 24.05 psf x 0.85 x 0.44 ) - 44,05 psf x 0.18 ) = 4.6 psf P = ( 24.05 psf x 0.85 x 0.44 ) - 24.05 Psf x -0.18 ) = 13.2 psf P = ( 24.05 Psf x 0.85 x -2.20 ) - 24.05 Psf x 0.18 ) = -49.3 psf P = ( 24.05 psf x 0.85 x -2.20 ) - 24.05 Psf x -0.18 ) = -40.7 psf Zone 3 OH P = ( 24.05 psf x 0.85 x 0.44 ) - 24.05 Psf x 0.18 ) = 4.6 psf P = ( 24.05 Psf x 0.85 x 0.44 ) - 24.05 Psf x -0.18 ) = 13.2 psf P = ( 24.05 psf x 0.85 x -3.31 ) - 24.05 Psf x 0.18 ) = -72.1 psf P = ( 24.05 psf x 0.85 x -3.31 ) - 24.05 psf x -0.18 ) = -63.4 psf JOB AP -A16854 SHEET NO. 14 OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKED BY Shear Connections - Wind (cont'd) Reference Sheet 13 for wroof & wlloor calculations Total Shear Capacity Requirements Wind Perpendicular to Ridge T w,�r ;,190 ��!plf wfl. =u221 y plf L V.r = w.r x L = � 10827:') Ib Gx*k Vr" = wit" x L = 26041b ns nv...mu. Shear Tranfer Connection Capacity Requirements vroof =Vroof / 2 / B 197 pit ODOM = Vroof + Vfloorl / 2 / 8 , 426 t pIf vfloo2 = Vroof + [2 x (Vfloor / 2 / B)] r=65S pit DAVID E. CIVIL No.47769 09/26/18 DATE Wind Parallel to Ridge WMr = ' 157 "'pIf W 221 _ pit B= VMr = wr x B = 4322 Ib VA. =wfb„xB=u 6081! Ib vroof = Vroof / 2 / L 38 ; ` pit vfloorl = Vroof +Vfloor / 2 / L 91 '-K pIf vfloor2 = Vroof + [2 x (Vfloor / 2 / L)] 145 ` pit is PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion JOB AP -A16854 SHEET NO. 15 OF 44 CALCULATED BY DB DATE 9/25/2016 CHECKED BY Shear Connections - Seismic (conrdl Total Shear Capacity Requirements -Seismic Seismic Design Category DATE Weights: Factors: Wroof= 25080.lb R 65 ;.Table 12.141 Wswall = 1,13680,% F, . > -1.4_1" , ".Section 12.14.8.1 Wewall = ti 660Q;%lb F= 1.1 ' ; Section 12.14.8.1 Wgable = r 1650. Ib SDs J, j` 0, 32x '!Secction 11.4.1 Wfloor = N 39188Plb I 00 ..Seismic Importance Factor Wim= 86198 lb S Corporation �o� DAVID E. rtheast Region Seismic Base Shear, V: Section 12.14.8.1 BILLINGSLE APPROVED 0j CIVIL John Baker V = F x SDs x W� x I - 4668 ",; Ib 'Oyu No. 47769 9FcsTaP``° 10/22/2018 R NAL e pproval limited to ctory Built Portion Vertical Distribution, Fx: Section 12.14.8.2 FR = wR x V Fx.roof = 1358 {; Ib Fx.Floor1 = ` 2846, _,� r Ib Fx.floor2 = ' a Y4668' 'j Ib ,�^ u . taimYtl Diaphragm Unit Shear Capacity Requirements B ' 27 5 w' ft. L Floor Diaphragm Load = 4668: Ib Perpendicular to Ridge Wind Parallel to Ridge vroof = Fx.roof / 2 / B = 25 plf vroof = Fx.roof / 2 / L = 12 plf 1st floor down from roof vfloorl = Fx.floorl 12 / B =' `52 plf vfloorl = Fx.floori / 2 / L = 25. `plf vfloor2 = Fx.floo2 / 2 / B = 85 plf vfloo2 = Fx.floo2 / 2 1 L = ' 41 `'' plf 0 JOB AP -A16854 SHEET NO. 16 OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKED BY DATE Shear Connections (conrdl Reference Sheet 14 & 15 for Vroof calculations Shearwall Unit Shear Capacity Requirements Shear Perpendicular to Ridge 2nd Story Shear Walls Wall Length Available for Full Height Sheathing Bline 11'11,13.6Tift. %line 1= 50 Bline_24'•M42-ft. %line 2 76"' Shearwall Unit Shear Capacity Vwall line -1 = Vroof / 2 Bline-1 I Vwall line -11 Ab � /(2x 13 Vviall une 1= plf Vwall line -2 = Vroof / 2 Bline-2 Vwall line_2 lb /(2x AO -.4 ft.) Vwall line -2 =plf Shear Parallel to Ridge 2nd Story Shear Walls Wall Length Available for Full Height Sheathing Lline k 26.681 ft. %line A= 36 Shearwall Unit Shear Capacity Vwall line—A = Vroof / 2 Bline—A Vwall line 0 �A322,, lb 'ft.) —A 9, (12. x 20,581 Vwall line A=if P iRd,,C9ntroIs, DAVID E. CIVIL N0.47769 111-07PAT-1111-11 "K PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion ADB AP -A16854 SHEET NO. 16A OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKED BY Shear Connections (cont'd) Reference Sheet 14 8 15 for Vroof calculations Shearwall Unit Shear Capacity Requirements DATE Shear Perpendicular to Ridge 1st Story Shear Wall Wall Length Available for Full Height Sheathing Bline 107.501111t. %line_1= 'i 64 , : Bline_2, 21.001 ft. %line_2 = 76 '. Shearwall Unit Shear Capacity Vwall line 1= (Vroof + Vfloor) / 2 Bline_1 Vwall line_1 ? .c0�t0' 3229 `Ib + 3759 Ib / (2 x 17 54rt ft.) Vwall line x-"2001 plfWind Controls -1= Vwall line -2 = (Vroof + Vfloor) / 2 Bline_2 1-1- Vwall line_2 0 0 7598 r lb + ;'8845 -. lb / (2 X 21 OO' ft.) Vwall line_2 = 392 pit LWrnnd Controls y r Shear Parallel to Ridge 1st Story Shear Wall Wall Length Available for Full Height Sheathing Llme A�3775ft. %line E,. 66 . Llrne 607 OO J ft. %line_E 57 . Shearwall Unit Shear Capacity Vwall line_A = (Vroof + Vfloor) / 2 Bline_A Vwall line A= 0 M V 0 ra 4322 ° lb + : 6081 Ib/ (2 X . 37,75rft.) Vwall line �a33 plfiWindControls _A= Vwall line_B = (Vroof + Vfloor) / 2 Biine_B Vwall line B 't 0 tx 4322 Ib + 60811 Ib /(2X ;17OQ ft.) Vwall line= y 306 f pit tWrnd Controls _B DAVID E. CIVIL No.47769 09/26/18 PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion Shear Connections (cont'd) Reference Sheet 14 8 15 for Vroof calculations Shearwall Unit Shear Capacity Requirements JOB AP -A16854 SHEET NO. 16B OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKED BY DATE Shear Perpendicular to Ridge 1 st Story Shear Wall Wall Length Available for Full Height Sheathing Bline 3713 50 J ft. %line_3 49 LF' 3 ` Shearwall Unit Shear Capacity Vwall line 3= (Vroof + Vfloor) / 2 Bline_3 Vwallline _3 :� r r 7598 Ib + ,8845'Ib /(2X �rl3Sq ft.) Vwall line_3= x 6095Plf Lin, d C�ok[it�rolsT E. CIVIL No. 47769 09/26/18 pNG}r5'3'S� n. NkYt SSWb& R'.Ahlmi' � tb,'��� PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion x ,g PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion JOB AP -A16854 SHEET NO. 17 OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKED BY Shear Connections (cont'd) Shear Capacity of 2nd Story Perforated Shearwall Assembly Percent Full Height Sheathing Wind Perpendicular to Ridge %line 1- 50 %line 2 76 Wind Parallel to Ridge %iine-A = Maximum Unrestrained Opening Height Wind Perpendicular to Ridge Hline 1 in. Hline_2 ,;j; 66 '., in. DATE DAVID E. CIVIL No.47769 2nd Story Wall Height 8 ft. Wind Parallel to Ridge Hline A66'in. Perforated Shearwall Capacity Adjustment Factor Wind Perpendicular to Ridge Wind Parallel to Ridge FlimO�6Q Fline ' Fline-V 0 80 09/26118 Shear Capacity of 1 st Story Perforated Shearwall Assembly Percent Full Height Sheathing PFS Corporation Wind Perpendicular to Ridge Northeast Region %line rq,- APPROVED %line 2 John Baker Wind Parallel to Ridge 10/22/2018 %line 1, 66,-" Approval limited to Factory Built Portion %IineE 67,- Maximum Unrestrained Opening Height 1st Story Wall Height - k. I 4 I Wind Perpendicular to Ridge Hline-1 .84 in. Hline_2 Perforated Shearwall Capacity Adjustment Factor Wind Perpendicular to Ridge Fline 1: 0.68 Fline-2 0.84 Wind Parallel to Ridge Hline-A 84 in. Hline-B­ 84, in. Wind Parallel to Ridge Fline A 0.69 Fline-B 0.64 JOB AP -A16854 SHEET NO. 18 OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKED BY DATE Shearwall Design Note: Gable wall studs at roof level must be same, size, species and grade as wall below. They must also be sheathed and fastened the same as wall below. Shear Capacity of Segmented Shearwall Assembly Framing Species Specific Gravity G= 0.42''a Tr.,au 4 2nd Story Wall - line_1 PERFORATED 7/16" OSB w/ 0.131"x2.5" nails@ 6" o.c. panel edge & 12" o.c. field nailing (exterior) Tabulated Value = 239` pif v, = 1.40 (Tab. Value) _ 334 plf va = 0 plf Shear Capacity of Shearwall Assembly v, = t 334ti plf + ?'0 jplf = �334:�pif > 278 plf 2nd Story Wall - line_2 PERFORATED ': 7/16" OSB w/ 0.131"x2.5" nails @ 4" o.c. panel edge & 12" o.c. field nailing (exterior) Tabulated Value= 349 plf v, = 1.40 (Tab. Value) _ 488 plf V, — 0 pif Shear Capacity of Shearwall Assembly v, = 488' plf + yp ; �plf = 488 , pif > t":%,365 , plf 2nd Story Wall - line _A PERFORATED' 7/16" OSB w/ 0.1 31 "x2.5 nails @ 6" D.C. panel edge & 12" o.c. field nailing (exterior) Tabulated Value = 239 plf v, =1.40 (Tab. Value) _ 334 pif Vs= 0 plf Shear Capacity of Shearwall Assembly vs = 334--'pif + ! ar'i .3 h plf = CIVIL 1,09/26/18 69° 334 ,-plf > ;105 ;;.pif` PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 JOB AP -A16854 SHEET NO. 18A OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKED BY DATE Approval limited to Shearwall Design Factory Built Portion Note: Gable wall studs at roof level must be same, size, species and grade as wall below. They must also be sheathed and fastened the same as wall below. Shear Capacity of Segmented Shearwall Assembly Framing Species Specific Gravity G = M.42 ;= x'MR 1st Story Wall - line—11 PERFORATED 7/16" OSB w/ 0.131"x2.5" nails @ 6" o.c. panel edge & 12" D.C. field nailing (exterior) Tabulated Value = 239 pif v, = 1.40 (Tab. Value) v, = 0 pif Shear Capacity of Shearwall Assembly va r 3$4,,r plf + (bi O.,ik Plf = 334s plf > a: 200,G1 Plf 1st Story Wall - line_2 SEGME)VTED 7/16" OSB w/ 0.1 31"x2 5" nails @ 4" D.C. panel edge & 12" o.c. field nailing (exterior) Tabulated Value = 349 plf v, = 1.40 (Tab. Value) =488a it pif V, = 0 plf Shear Capacity of Shearwall Assembly v, 488,,: plf + 0 _plf = 488,-;plf > z .392,'r'plf 1st Story Wall - line_A PERFORATED 7/16" OSB w/ 0.131"x2.5" nails @ 6" o.c. panel edge & 12" o.c. field nailing (exterior) Tabulated Value = 239 pif v, = 1.40 (Tab. Value) = 33 ;, plf vs = 0. plf Shear Capacity of Shearwall Assembly v,x334 ; plf + 0 K,z plf = S 334 y plf > s138 pIf 1st StoryWall - line_B PERFORATED 7/16" OSB w/ 0.131 "x2.5" nails @ 4" o.c. panel edge & 12" o.c. field nailing (exterior) Tabulated Value = 349 plf v, =1.40 (Tab. Value) = 488 'plf OK DAVID E. ))0I LLINGSLEY v, = 0 pif CIVIL No.47769 Shear Capacity of Shearwall Assembly ISTEPE�a�`9/26/18 vs = 488 pif + - -0- plf = 488 plf > 306 _ plf OK JOB AP -A16854 SHEET NO. 18B OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKED BY DATE Shearwall Design Note: Gable wall studs at roof level must be same, size, species and grade as wall below. They must also be sheathed and fastened the same as wall below. Shear Capacity of Segmented Shearwall Assembly Framing Species Specific Gravity G = �0 42 q 1st Story Wall - line -3 SEGMENTED 7/16" OSB w/ 0.131"x2.5" nails @ 3" o.c. panel edge & 12" o.c. field nailing (exterior) Tabulated Value = 450 plf v, = 1.40 (Tab. Value) = 630 Gt; plf 4 t � %.µ V, = 0 plf Shear Capacity of Shearwall Assembly V, = 630 3' plf + (� 0 Plf = r630 Plf> ;609 u, plf VA OF 44 -DAVID E. sc BILLINGSLEY `m - CIVIL:,:-., w No. 47769 A�b2FGISTEPNo�eQ 09/26/18 NAL a i;`i ai a.3` •ri PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion JOB AP -A16854 SHEET NO. 19 OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKED BY DATE Diaphragm Chords Check Tensile Strength of Top Plate to Transfer Chord Force - Tensile strength controls vs. compressive Sample Calculation Nominal Tensile Stress Ft '��2501 ANSI / AF&PA NDS Table 4A/4F Load Duration Factor r ANSI I AF&PA NDS Table 2.3.2 Size Factor CF ANSI / AF&PA NDS Table 4A/4F Allowable Tensile Stress Ft' Ft CD CF 600!Ipsi ANSI / AF&PA NDS Table 4.3.1 Net Area of Stud A.25.'int Allowable Tensile Load Double 2x4 - With Splices Pt= Ft = 31150,1, lb Double 2x4 - No Splices "t 6360 lb Double 2x6 -With Splices Pt'= Ft'A Ib Double 2x6 - No Splices lb Double 2x10 - With Splices Pt'= Ft'A = a 5550 lb Double 2x10 - No Splices 11100 lb z jjqj_?jlb 0.131"x 3.0* Nails Minimum splice lap where splices are allowed = 4 ft 2nd Floor 'I, Endwalls T= '5414 lb Double 2x6 Top Plate - No. Splices Sidewalls T= 14481lb Double 2x6 Top Plate - With Splices & Stagger 2 rows of 0.131"x 3.0" Nails in D.C. 1 st Floor Endwalls; T= '-,1,1716 lb Double 2x6 Top Plate - No Splices Double 2x10 Perimeter Rail - No Splices Sidewalls T= 2892'!,Ib Double 2x6 Top Plate - With Splices & Stagger 2 rows of 0.131" x 3.0" Nails @ in D.C. Double 2x10 Perimeter Rail - With Splices & Stagger 2 rows of 0.131"x3.0"Nalls@ f:` ,,8 in D.C. DAVID E L,N S 6 L Y CIVILJN0. _I � 09/26/18 N PFS Corporation Northeast Region APPROVED, John Baker 10/22/2018 Approval limited to Factory Built Portion JOB AP -A16854 SHEET NO. 20 OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKED BY Shearwall Design (cont'd) Shear Capacity of Perforated Shearwall Assembly v = vs x Perforated Shearwall Capacity Adjustment Factor 2nd Story Walls 2nd Story Wall Height -'..$ft. DATE Shear Perpendicular to Ridge TS i t ohne 1 n 334, pif. `x 100. 334 plf > ,278 plf 1 OK vline_2 x 488.'. P�f ,x 4 0 80;+ ttru X388 'plf; >Ai L 365 plf OK 1st Story Wall 1StStoryWaIIHeight - FC:nti Shear Perpendicular to Ridge vline 1:, 334 plf' x r 0 68 �;22Z. plf > ; 200`,Plf,j, . " OIC :. w�One_2 , pif xx 0.84 pA409ti Qif > 5y 392 ; plf' OK Shear Parallel to Ridge R One_A334 plf x 0 69 = 232 `,plf '> ' 138 plf Q' ",,,,,vine l_B 488 plf x 0.6q. = 1312 plf > .r.306 plf OSI u, .. Note: Perforated Capacity limited to 490plf for Seismic and 686plf for wind DAVID E., CIVIL No. 47769 09/26/18 PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion JOB AP -A16854 SHEET NO. 21 OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKED BY DATE Overturning Connections 3�0�'�/ DAVID E. Check Capacity of Dead Loads to Resist Overturning Loads, ` No. 47769 AL G0 09/26/18 Length of side (LAL �)(house width) 27 6 -s ft. u�\f r NN Length of side (1-2)(house length) z 57 ft. Dead Load Resistance to Overturning - line 1 & line -2 Dead Load = 65 plf Dead Load ' Length to Overturning @ Pivot Point 893:8';=, lbs • 0.60 = 536 < Return Wail Dead Load = 150 us' 0.60 = 0 Dead Load Resistance to Overturning - line_A Dead Load = 150 plf Dead Load " Length to Overturning @ Pivot Point 4275;1; lbs' 0.60 2565' :d Return Wall Dead Load =5;' 0.60 = 0 Required Holddown Capacity T =vxh Segemented T = v x h/Co Perforated Story Module to 1 st Story Module line 1 PERFORATED:- Wind Controls T ,,,278aplf x X86 ft. / kw1,p6 2223 Ib + Ib y t„268 Ips DL;.. 1955 Ib connector,'(2) Simpson Strong -Tie CS 16 straps Fastener: w/ (22) 10d nails ea strap Allowable Load = 1705 Ib x 2 straps = 3410 lbs Story Module to 1 st Story Module - line_2 PERFORATED T = 365,, plf x - i.0 ;' ft. / 0.80„i,3664 :lb + Ib Connector. (2) Simpson Strong -Tie CS 16 straps Fasteger: w/ (22)10d nails ea strap Allowable Load =1705 lb x 2 straps = 3410 lbs Story Module to 1st Story - line_A PERFORATED T :1,`105'# plf x 18 0 , ft. / 1'4' 0.;6p, , 1396 � lb + Ib Dead Load of Structure is Sufficient to Resist Overturning Load Wind.Conlrols:' 268 lbs DL. x3396 Ib Wind Controls < 1796 Jbs1OKI,'' PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion JOB AP -A16854 SHEET NO. 21A OF 44 CALCULATED BY DB DATE 9125/2018 CHECKED BY DATE Reference Page 22 for Stud Capacity Example Calculation. Overturning Connections %�' OF A44,S�q IF A ?��`SN/ Check Capacity of Dead Loads to Resist Overturning Loads o DAVID E. �� (; Length of side (L�Xhouse width) 27,.5'; ft. 1\ NoCIVIL.47769 Length of side (L2)(house length) 57 . ft. 0� �cor TEP�< Dead Load Resistance to Overturning - line -1& line -2 Dead Load = 65 _ plf Dead Load • (Length to Overturning @ Pivot Point/ 2) 93 8 � lbs • 0.60 536 Return Wall Dead Load x. Load Resistance to Overturning - line—A & line -13 Dead Load = 150 plf Dead Load • (Length to Overturning @ Pivot Point/ 2) ?!4275 "i lbs - 0.60 — 5;'2565;;. Return Wall Dead Load 0.60 Required Holddown Capacity T =vxh Segemented T = v x h/Co Perforated 1st Story Module to Foundation -line 1 PERFORATED Wind Controls T =,:'200 plf x„ 9 0 j ft / 2649 Ib + Ib 536 k lbs DL 2112 Ib Connector' Simpson Strong -Tie STHD14RJ 1, Fastener:w/ 1/2 in min concrete cover and (30) 16d sinkers, locate 1.5in from comer Allowable Load 5345 lb Story Module to Foundation - line_2 SEGMENTED; Wind Controls T— >392plf x 901aft /„j _ .3524 Ib + Ib 0, lbs DL=. , 3524;,Ib Connector., Simpson Strong -Tie STHD14RJ Fastener; w/ 1/2 in min concrete Cover and (30) 16d sinkers, locate 1.5in from corner Allowable Load 5345 lb Story Module to Foundation - line A PERFORATED Wind Controls T ;138 `, plf x X 80 eft. / rn0694 1787.;lb + Ib 5 z'td2565 lbs OK ,...... v_.. , Dead Load of Structure is Sufficient to Resist Overturning Load Story line—13 PERFORATED Wind Controls 1st Sto Module to Foundation T = ” '306 plf x 9 0. 30'1b + lbsD62960 Ib Connector. Simpson Strong -Tie STHD14RJ Fastener. w/ 1/2 in min concrete cover and (30) 16d sinkers, locate 1.5in from comer Allowable Load 5345 lb Overturning Connections JOB AP -A16854 SHEET NO. 21B OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKED BY DATE Reference Page 22 for Stud Capacity Example Calculation. Check Capacity of Dead Loads to Resist Overturning Loads Length of side (1-1)(house width) ft. Length of side (1-2)(house length) 57 Dead Load Resistance to Overturning - line—3 Dead Load = 65 pif Dead Load * (Length to Overturning @ Pivot Point/ 2) 663:El � lbs - 0.60s;`536, Return Wall Dead Load 0.60 = 0 Required Holddown Capacity T=vxh Segemented T= v x h/Co Perforated 1st Story Module to Foundation - line 3 SEGMENTED Wind(Controls " -�"�'150 �lbsl)L' 5331 Ib ,'t' lb : T = 4409, pif x 0 ft. / = ?-, 5481 lb Connector Simpson Strong -Tie STHD14RJ Fastener. w/ 1/2 in min concrete cover and (30) 16d sinkers, locate 1.5in from comer Allowable Load 5345 lb lortheast Region APPROVED John Baker ' '10/22/2018 Approval limited to Factory Built Portion "OF DAVto E I L 69: rr lortheast Region APPROVED John Baker ' '10/22/2018 Approval limited to Factory Built Portion JOB AP -A16854 SHEET NO. 22 OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKED BY Overturning Connections (cont'd) DATE Check Tensile Strength of Studs to Transfer Overturning Loads - Samp{€" XNAbsP� c�`�� 09/26/1 a.w+SPF .#3at..a., Nominal Tensile Stress F, _ 250 psi Load Duration Factor CD = 411.6 Size Factor CF Allowable Tensile Stress Fi = F, CD CF =UUlI':400=:ry psi Net Area of Studs A= in Allowable Tensile Load P, = F/ A = 3300 '-" Ib Built up Column Fastening Requirement Assume Typical Connection made with Specific Gravity of Member _ .`. G F i042 ;n Thickness of Member t, = , 1.50 in. Lateral Capacity Z= lbs ai�5e,xeti=1 Load Duration Factor CD1,6 , . Allowable Lateral Capacity Z = Z CD = '„131"`lb ANSI / AF&PA NDS Table 4A ANSI / AF&PA NDS Table 2.3.2 ANSI / AF&PA NDS Table 48 ANSI / AF&PA NDS Table 4.3.1 PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 0.131"x 3.0" Nail Approval limited to Factory Built Portion Stud Height= 9 f ft ANSI/ AF&PA NDS Table 11 N ANSI / AF&PA NDS Table 2.3.2 ANSI / AF&PA NDS Table 10.3.1 Required Spacing for two rows staggered = (Capacity x # of rows) / (Stud Cap. / Stud Height) x (ft to in conversion) ( 131 Ib x i '2" ) / ( 3300:, Ib / ;.9 ft ) x (12_in / `.1_ft )_ 8 in D.C. JOB AP -A16854 SHEET NO. 23 OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKED BY Slidino Connections Roof Pitch 4 5 12Lj Wall Height 3 Sec Gust Wind Speed 140 =mph Wind Exposure = ff Load from wind on Wall DATE Roof member spacing Wall Horizontal Pressure = 627 psf See page 13 Wind Load = Wall Press x (Wall Height / 2) Wind Load = 96,61, plf ino.c. PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Load required to be transferred to sidewall diaphragm chord Factory Built Portion Load to in sidewall diaphragm chord= L2� 61w Ib See pages 14 & 15 Length of Unit = 5m7 0, Load along sidewall in diaphragm chord = sidewall diaphragm chord load / length of unit Load along sidewall in diaphragm chord = 37 91aj plf Req. Roof to Wall Load = Max(wind bad, diaphragm chord load) x roof mem. Req. Roof to Wall Load =g,;8�, Ib Roof to Wall Plate Connection Assume Typical Connection made with Specific Gravity of Member :t G -u"04th Thickness of Member 4 = 1.50 in. Lateral Capacity of Nails Z= 82 lbs Load Duration Factor CD= 6 !1 Toe Nail Factor Cin Allowable Lateral Capacity of Nails Z' = Z CD Cm Required Roof to Wall Plate Connection 0.131" x 3" toenails. 'S:I 47769 09/26/18 ANSI / AF&PA NDS Table 11 N ANSI / AF&PA NDS Table 2.3.2 ANSI / AF&PA NDS 11.5.4.2 ANSI / AF&PA NDS Table 10.3.1 Req'd Nail Nails Load Capacity Req'd .129 Ib 109 , Ib cap 2, per framing member Sliding Connections Assume Typical Connection made with Specific Gravity of Member G NO42 Thickness of Member 4 = 1.50 in. Lateral Capacity Z= 82.0 'lbs Load Duration Factor CD End -Grain Nail Factor Cb= 0674 Allowable Lateral Capacity Z _ Z CD Cg — lb Top Plate to Studs & Bottom Plate to Studs Bottom Plate to Floor Assume Typical Connection made with JOB Nail AP -A16854 Load SHEET NO. CALCULATED BY 23A DB OF DATE 44 9/25/2018 CHECKEDBY 0.131" x 3.0" Nails in End -Grain._ ANSI / AF&PA NDS DATE PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion ANSI / AF&PA NDS Table 2.3.2 ANSI/ AF&PA NDS 11.5.4.2 ANSI / AF&PA NDS Table 10.3.1 Req'd Nail Nails Load Capacity Req'd 12 Ib 88 '!i Ib cap 4 2 per framing member �' a 0.131' x 3.0' Nails Allowable Lateral Capacity of Nails Z Z CD'BFIb x 16 131`::; Ib Req'd Stud Reqd 1,A OF Load Load Spacing o?� DAVID E.�fcyG 129', Ib Cis; inoc s 1,,,97,:,`;"{plf BILLINGSLEY 0 CIVIL H No. 47769 Nail Regd Req'd p9�O' TEP�,�Q 09/26/18 Capacity / Load Spacing NAL' 131, Ib cap 97 ;! plf - 16 in o.c. �J Sliding Connections JOB AP -A16854 SHEET NO. 23B OF 44 CALCULATED BY DS DATE 9/25/2018 CHECKED BY DATE Truss Bottom Chord or Ceiling Joist to Endwall Top Plate Assume Typical Connection made with 0.131 x 3.0" Nails toed Allowable Lateral Capacity of Nails Z' = Z Co Cln u 82 } Ib x 1.6 x 0.83 109 Ib Req'd Building Width Req'd Load Spacing = Load 5414 Ib / '27.5'fti „ r, _. 7plf Nail Req'd Req'd Capacity / Load = Spacing PFS Corporation 109 Ib cap 197 - ,i „ plf . 6 in o . Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion DAVID E. No,47769 09/26/18 Sliding Connections (cont'd) Alternate Roof to Wall Plate Connection Joe AP -A16854 SHEET NO. 24 OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKED BY DATE Connector. Simpson Strong -Tie 1-110A . Fastener. (9) 0.148 x 1 1/2" nails in truss and (?),9.148"x 1 1/2' nails in plate Allowable Load = 285 i lb for SPF Req'd Lateral Req'd Provided Load Spacing Spacing g'zplf 35 in 2 ' in. �i "nx"eu'' PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion E. CIVIL No.47769 09/26/18 JOB AP -A16854 SHEET NO. 25 OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKED BY Sliding Connections (cont'd) Design 2nd Story to 1 st Story Connection Assume Typical Connection made with 0.131"x 3" toenails. Specific Gravity of Member G 042!k Thickness of Member in. Nominal Lateral Capacity of Nails in Single Shear Z_21b Load Duration Factor Co = 1.6 r. Toe -Nail Factor Cm = .?0.83 Allowable Lateral Capacity of Nails in Single Shear Z' = Z Co C� _109Ib 2nd Story to 1 st Story Connection - line -2 DATE DAVID E. CIVIL 09/26/18 ANSI / AF&PA NDS Table 11 N ANSI / AF&PA NDS Table 2.3.2 ANSI / AF&PA NDS 11.5.4 ANSI / AF&PA NDS Table 10.3.1 v = VFloor1 4,.426 Mplf Ref. Sheet , 14 & 15 Connection: 0.131"X 3" toenails ; @ 3 , '::;" o.c. 2nd Story to 1 st Story Connection - line—A v = VFloor1 =Ir:91 a plf Ref. Sheet 14 $15�s Connection: 0,131"x 3 toenails. @ �a 6 '" D.C. PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion JOB AP -A16854 SHEET NO. 25A OF 44 CALCULATED BY DB DATE 9%25/2016 CHECKED BY Sliding Connections (cont'd) Design 1st Story Module to Sill Plate Connection Assume Typical Connection made with 0.131" x'3" toenails. Specific Gravity of Member G = 0.42,.'' Thickness of Member .. is = 1,50 , in. Nominal Lateral Capacity of Nails in Single Shear Z= ii 82"f'flb Load Duration Factor CD = 1.6 Toe -Nail Factor Cb = 0.83 z Allowable Lateral Capacity of Nails in Single Shear Z. = Z Co Cs, _ F 51 O9 Ib 1 st Story to Sill Plate Connection - line -11, 2 & 3 DATE ANSI / AF&PA NDS Table 11 N ANSI / AF&PA NDS Table 2.3.2 ANSI/ AF&PA NDS 11.5.4 ANSI / AF&PA NDS Table 10.3.1 v = VFloor2 = 655 plf Ref. Sheet 14 & 15 Connection: 0.131" x X toenails, NG , ' " o.c. 1st Story to Sill Plate Connection - line—A& line—B v = VfIoor2 x145 "plf Ref. Sheet 14 & 15 Connection: 0.131"x 3" toenails. @ ` 6 D.C. USE ALTERNATE CONNECTION ON PAGE 26 FOR LINE 1 & LINE 2 i/18 PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion Sliding Connections Cont'd DAVID E. CIVIL No.47769 JOB v = Mort Of AP -A16854 7 SHEET NO. 26 OF 44 CALCULATED BY DB DATE 9125/2018 CHECKED BY DATE PFS Corporation iortheast Region ""'APPROVED John Baker 10/22/2018 Approval limited to V-4 Built Portion ory U o on Design Alternate 2nd Story to 1 st Story Connection 2nd Story to 1st Story Connection - line -1 v = Mort Of Connector. Simpson I Strong -T LTP,4'•' 7 Fastener. (12) 0.131 in x 1 1l2in nails Allowable Load lb Req'd Sliding Req'd Load Spacing :16, An. 2nd Story to 1 st Story Connection - line—A v = Mort 91 pif Connector: Simpson, Strong -Tie LTP4 Fastener: (12)0.131inx I .1/2in.nailS.. Allowable Load = 575,': lb Req'd Sliding Req'd Load Spacing gj­r' Plf in. Design Alternate 1 st Story to Sill Plate Connection 1st Story to Sill Plate Connection - line 1, 2 & 3 v=Vfloor2=°','655 pif Connector: Simpson Strong -Tie LTP4 Fastener. (12) 0.131 in x I Min nails, Allowable Load = 575 lb Req'd Sliding Req'd Load Spacing .655 pif 10 in. 1 st Story to Sill Plate Connection - fine—A & line—B v = Vfloo2 145 pif Connector. Simpson Strong -Tie LTP4 Fastener: (112) 0.131 in x I 1/2in nails Allowable Load = 575 lb Req'd Sliding Req'd Load Spacing 145 pif 47 in. PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Factory Built Portion JOB Specific Gravity of Sill Plate AP -A16854 0.55 SHEET NO. 27 OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKEDBY Sliding Connections (cont'd) Sill Plate to Foundation Connection - line -11 & 3 Connection: Design Sill Plate to Foundation Connection DATE Anchor Bolt Spacing OK O dia. Anchor Bolts Q 16 "o.c. Assume 1/2 k " dia. Anchor Bolts. Anchor Bolls shall be provided within 12" of the ends of each sill plate section, but no closer than 4" from the ends. Minimum 2 bolts per sill section. Check Compression Perpendicular to the Grain 1/81q thick min. washerrequlred Uniform Uplift Load = Max of uplift bad at foundation from roof and uplift bad from perforated shearwall if applicable. Uniform Uplift Load = Max of rr 89 :, pif See page 4 and 200- plf Seepage 18A Uniform Uplift Load= 2UUJ'rt plf Concentrated Uplift Load = Uniform Uplift Load x Anchor Bolt Spacing Concentrated Uplift Load = 004 p I f x y16 a "D.C. Concentrated Uplift Load 266 ?Ib Allowable Compression Stress Perpendicular to the Grain F,r= .565. psi ANSI / AF&PA NDS Table 48 Try 2'" square washer w/ 1/2 "Anchor Bolt (Assume 1/16" oversized hole) Area of Washer Awaa,a, = 22 -((Tr / 4) (0.5 + 1/16)`2) _ . 3 3/4_ int Allowable Compression Load Perpendicular to the Grain P,L = FL A„aa,, = 565 psi x 3 751 ` in2 = 2120;'; Ib CSI Uplift => CSI = Load at anchor bolt / Pw,,p _ ' 266 Ib / 2120 ib = 0.13 Total CSI = CSI shear + CSI uplift = 0.80 + 0.13 = 0.93 OK Specific Gravity of Sill Plate G = 0.55 Thickness of Sill Plate 4 = 1.50 ':_ in. Nominal Lateral Capacity for Bolt in Single Shear Parallel to the Grain ANSI / AF&PA NDS Table 11E Zrr = 680 Ib Load Duration Factor yt,A OF c_ ANSI / AF&PA NDS Table 2.3.2 CD= DAVID E_ cyo Allowable Lateral Capacity for Bolt in Single Shear Parallel to the Grain ILLINGSLEY ANSI ! AF&PA NDS Table 10.3.1 Z' _ 4 CD = 1088 Ib CIVIL ei k No. 47769 OFor EPS�� 09/26/18 AL Vfioor2 65 5 plf Ref. Sheet Load at anchor bolt = VOoo2 x Anchor Bolt Spacing Load at anchor bolt = r 655 plf x ] 6 ":" o.c. _ , :874 ' Ib CSI = Load at anchor bolt / Z' CSI Shear => CSI = h 874 :;' Ib / e,1088 r Ib 0 8p Check Compression Perpendicular to the Grain 1/81q thick min. washerrequlred Uniform Uplift Load = Max of uplift bad at foundation from roof and uplift bad from perforated shearwall if applicable. Uniform Uplift Load = Max of rr 89 :, pif See page 4 and 200- plf Seepage 18A Uniform Uplift Load= 2UUJ'rt plf Concentrated Uplift Load = Uniform Uplift Load x Anchor Bolt Spacing Concentrated Uplift Load = 004 p I f x y16 a "D.C. Concentrated Uplift Load 266 ?Ib Allowable Compression Stress Perpendicular to the Grain F,r= .565. psi ANSI / AF&PA NDS Table 48 Try 2'" square washer w/ 1/2 "Anchor Bolt (Assume 1/16" oversized hole) Area of Washer Awaa,a, = 22 -((Tr / 4) (0.5 + 1/16)`2) _ . 3 3/4_ int Allowable Compression Load Perpendicular to the Grain P,L = FL A„aa,, = 565 psi x 3 751 ` in2 = 2120;'; Ib CSI Uplift => CSI = Load at anchor bolt / Pw,,p _ ' 266 Ib / 2120 ib = 0.13 Total CSI = CSI shear + CSI uplift = 0.80 + 0.13 = 0.93 OK PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 ,al limited to Built Portion JOB AP -A16854 SHEET NO. CALCULATED BY 27A DB OF DATE 44 9/25/2018 CHECKED BY Sliding Connections (cont'd) Sill Plate to Foundation Connection - line_2 Connection: Design Sill Plate to Foundation Connection DATE e Anchor Bolt Spacing OK dia. Anchor Bolts @ 24" , "D.C. Assume 1/2;r• dia. Anchor Bolts. Anchor Bolts shall be provided within 12" of the ends of each sill plate section, but no closer than 4" from the ends. Minimum 2 bolts per sill section. Specific Gravity of Sill Plate G = 0.55 Thickness of Sill Plate 4 = 1.50 in. Nominal Lateral Capacity for Bolt in Single Shear Parallel to the Grain ANSI / AF&PA NDS Table 11E Z11 = 680 Ib Load Duration Factor Yt� OF'k'iS' ANSI / AF&PA NDS Table 2.3.2 Co = 1 6 ". Allowable Lateral Capacity for Bolt in Single Shear Parallel to the Grain DAVIANSI / AF&PA NDS Table 10.3.1 LLINY Z' = Z/I CD 108$Ib GSLE CIVIL, 0 No. 47789 �Fo1 E ``off` 09/26/18 VFloo2 b 524 � plf Ref. Sheet ` 14';& 15 3 .n.,e�r,ii dm5,.ax: ii Load at anchor bolt = Vfloo2 x Anchor Bolt Spacing Load at anchor bolt= i" 524 a�- plf x' o.c. _ ` 104a'" Ib CSI = Load at anchor bolt / Z CSI Shear => CSI ^1048.1 lb / E 1088 Ib Check Compression Perpendicular to the Grain 1/8inthick min washer rec)ulred Uniform Uplift Load = Max of uplift bad at foundation from roof and uplift load from perforated sheatwall H applicable. Uniform Uplift Load =Max of 0 s2 plf See page 4 and 0 plf Seepage 18A Uniform Uplift Load= 0 ;rplf Concentrated Uplift Load = Uniform Uplift Load x Anchor Bolt Spacing Concentrated Uplift Load =D, f plf x q24 " o.c. Concentrated Uplift Load ` ; q " { Ib Allowable Compression Stress Perpendicular to the Grain F.J. _ ` 565:: psi ANSI / AF&PA NDS Table 4B Try 2 " square washer w/ 1/2 "Anchor Bolt (Assume 1/16' oversized hole) Area of Washer A.,,h. = 22 {(Tr / 4) (0.5 + 1/16)"2) = Z1,314 int Allowable Compression Load Perpendicular to the Grain Pot. = F.L A.., , f = 565 psi x 3.751 ; in CSI Uplift => CSI = Load at anchor bolt / P�p&p _ 0 `--Ib ! 2120 Ib = 0.00 Total CSI = CSI shear + CSI uplift = 0.96. + 0.00 = 0.96 OK PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion JOB Specific Gravity of Sill Plate AP -A16854 0.55 SHEET NO. 27B OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKED BY Sliding Connections (cont'd) Sill Plate to Foundation Connection - line_A Connection: Design Sill Plate to Foundation Connection DATE r Anchor Bolt Spacing OK.' r. dia. Anchor Bolts @ 60 " D.C. Assume 1/27" dia. Anchor Bolts. Anchor Bolts shall be provided within 12" of the ends of each sill plate section, but no closer than 4" from the ends. Minimum 2 bolts per sill section. Check Compression Perpendicular to the Grain 1/bin thick min. washer required . Uniform Uplift Load = Max of uplift bad at foundation from roof and uplift bad from perforated sheamall if applicable. Uniform Uplift Load = Max of 894' r plf See page 4 and 138, r plf See page 18A Uniform Uplift Load =^ 138;;`: plf Concentrated Uplift Load = Uniform Uplift Load x Anchor Bolt Spacing Concentrated Uplift Load 138 -`a plf x � 60� x " D.C. Concentrated Uplift Load 689 Ib Allowable Compression Stress Perpendicular to the Grain Fe = 565„ ?psi ANSI / AF&PA NDS Table 4B Try 2 " square washer w/ ,' 1/2 "Anchor Bolt (Assume 1/16" oversized hole) Area of Washer A„,ay,", = 22 -((Tr / 4) (0.5 + 1/16)A2) = 3,3M inz Allowable Compression Load Perpendicular to the Grain PpL = FOL A ,y ,= 565 psi x 3.751" inz = ; 2120 Ib CSI Uplift => CSI = Load at anchor bolt / Pomp = 689 `' Ib / 2120' Ib = 0.33 Total CSI = CSI shear + CSI uplift 0.66 + 0.33 = 0.99 OK Specific Gravity of Sill Plate G = 0.55 Thickness of Silt Plate 4 = 1.50 in. Nominal Lateral Capacity for Bolt in Single Shear Parallel to the Grain ANSI / AF&PA NDS Table 11E Zn = 680 Ib Load Duration Factor ytNOF ANSI / AF&PA NDS Table 2.3.2 Allowable Lateral CD Capacity for Bolt in Single Shear Parallel to the Grain DAVI E.Oy ILLINf3SLEY Y+ ANSI / AF&PA NDS Table 10.3.1 Z' = Zrr CD 1088 r lb CIVIL y Na 47769 aPvf TE �� pX ' 09/26/18 V800r2 145 X16 plf Ref. Sheet' `14 & 15 < NAL uwaJ w,r,. 1`;#+avW.Kt.f,T Load at anchor bolt = Vfloo2 x Anchor Bolt Spacing Load at anchor bolt = J'45,36plf x C4K 60 � " o.c X11723 , Ib CSI = Load at anchor bolt / Z' CSI Shear=> CSI 723 ; Ib / 1088 Ib 6" D 66 r Check Compression Perpendicular to the Grain 1/bin thick min. washer required . Uniform Uplift Load = Max of uplift bad at foundation from roof and uplift bad from perforated sheamall if applicable. Uniform Uplift Load = Max of 894' r plf See page 4 and 138, r plf See page 18A Uniform Uplift Load =^ 138;;`: plf Concentrated Uplift Load = Uniform Uplift Load x Anchor Bolt Spacing Concentrated Uplift Load 138 -`a plf x � 60� x " D.C. Concentrated Uplift Load 689 Ib Allowable Compression Stress Perpendicular to the Grain Fe = 565„ ?psi ANSI / AF&PA NDS Table 4B Try 2 " square washer w/ ,' 1/2 "Anchor Bolt (Assume 1/16" oversized hole) Area of Washer A„,ay,", = 22 -((Tr / 4) (0.5 + 1/16)A2) = 3,3M inz Allowable Compression Load Perpendicular to the Grain PpL = FOL A ,y ,= 565 psi x 3.751" inz = ; 2120 Ib CSI Uplift => CSI = Load at anchor bolt / Pomp = 689 `' Ib / 2120' Ib = 0.33 Total CSI = CSI shear + CSI uplift 0.66 + 0.33 = 0.99 OK 0 PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 ,at limited to Built Portion JOB AP -A16854 SHEET NO. 27C OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKED BY Nominal Lateral Capacity for Bolt in Single Shear Parallel to the Grain DATE Sildinq Connections (cont'd) Sill Plate to Foundation Connection - line_B Connection: Design Sill Plate to Foundation Connection 'Anchor Bolt Spacing OK, i8l 4u4marvw£fi£�dix a uudw«t�mm. w � aoLu d w t v�ok "dia. Anchor Bolts @ 42 " O.C. Assume X112 " dia. Anchor Bolts. Anchor Bolts shall be provided within 12" of the ends of each sill plate section, but no closer than 4" from the ends. Minimum 2 bolts per sill section Check Compression Perpendicular to the Grain 1/Sin thick mm. washer required Uniform Uplift Load = Max of uplift load at foundation from roof and uplift bad from perforated shearwall if applicable. Uniform Uplift Load = Max of 89 <=' pif See page 4 and 306 :i pif Seepage 18A Uniform Uplift Load= "'3'06"41f Concentrated Uplift Load = Uniform Uplift Load x Anchor Bolt Spacing Concentrated Uplift Load=$06'+ If r " :. P x J42:�, o.c. Concentrated Uplift Load 10 Z'1 .lb Allowable Compression Stress Perpendicular to the Grain ............. Fc 565 psi ANSI / AF&PA NDS Table 4B Try "' 2 " square washer w/ 1/2' Anchor Bolt (Assume 1/16" oversized hole) Area of Washer Ammer = 22 -((Tr / 4) (0.5 + 1/16)A2) _ .3 3/4 in2 Allowable Compression Load Perpendicular to the Grain P, L = F.J. A..h. = 56$ psi x 1.751,i in = ' 2120 Ib CSI Uplift => CSI = Load at anchor bolt / Po _ ' 1071 ' Ib / 2120' Ib = 0.51 Total CSI = CSI shear + CSI uplift = 0.47 + 0.51 = 0.97 OK Specific Gravity of Sill Plate G = 0.55 Thickness of Sill Plate 4 = 1.50 ' in. Nominal Lateral Capacity for Bolt in Single Shear Parallel to the Grain ANSI / AF&PA NDS Table 11 E Zff = 680 Ib Load Duration Factor ANSI / AF&PA NDS Table 2.3.2 CD= 1.6'i' y�N OF o Allowable Lateral Capacity for Bolt in Single Shear Parallel to the Grain DAVID E. yc ANSI / AF&PA NDS Table 10.3.1 Z' _ Zn CD= ?1088 ilb ILLIN(iSLEY CIVIL y No. 47769 �Fo YE ' cam` 09/26/18 Vtioor2 s; X145 ei plf S:O.fSW'� d'k Ref. Sheet stA & 15 `s NAL a A�i'at'^.GS"YNY"j;" Load at anchor bolt = Vfloor2 x Anchor Bolt Spacing Load at anchor bolt = plf x at€ 42 °:" o.c ; 506 Ib _! CSI = Load at anchor bolt / Z CSI Shear => CSI= � 506,11;i Ib / ; 1088 Ib 0 47 Check Compression Perpendicular to the Grain 1/Sin thick mm. washer required Uniform Uplift Load = Max of uplift load at foundation from roof and uplift bad from perforated shearwall if applicable. Uniform Uplift Load = Max of 89 <=' pif See page 4 and 306 :i pif Seepage 18A Uniform Uplift Load= "'3'06"41f Concentrated Uplift Load = Uniform Uplift Load x Anchor Bolt Spacing Concentrated Uplift Load=$06'+ If r " :. P x J42:�, o.c. Concentrated Uplift Load 10 Z'1 .lb Allowable Compression Stress Perpendicular to the Grain ............. Fc 565 psi ANSI / AF&PA NDS Table 4B Try "' 2 " square washer w/ 1/2' Anchor Bolt (Assume 1/16" oversized hole) Area of Washer Ammer = 22 -((Tr / 4) (0.5 + 1/16)A2) _ .3 3/4 in2 Allowable Compression Load Perpendicular to the Grain P, L = F.J. A..h. = 56$ psi x 1.751,i in = ' 2120 Ib CSI Uplift => CSI = Load at anchor bolt / Po _ ' 1071 ' Ib / 2120' Ib = 0.51 Total CSI = CSI shear + CSI uplift = 0.47 + 0.51 = 0.97 OK JOB AP -A16854 SHEET NO. 28 OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKED BY DATE Sheathing Connections Roof Sheathing Design Roof Sheathing Connection to Resist Suction Loads 3 Sec Gust Wind Speed 140`': mph t.�.. E. j 1p� LAVIL. j No. 47769 See pages 13D thru 13F for pressure calcs. PFS Corporation Northeast Region Wind Importance Factor tt1 UP: APPROVED Wind Exposure = C* } John Baker 10/22/2018 Adjusted Interior Suction Pressure = 1:26.7,5,; psi Approval limited to Adjusted Perimeter Suction Pressure = Factory Built Portion Adjusted Overhang Suction Pressure = 49.3psf Adjusted Overhang Suction Pressure = 72 j psf Perimeter Edge Zone Width Minimum Building Dimension ? 27,5:; ft. Z =10% Minimum Building Dimension = 2.75;:; ft. But not less than 3 ft. Roof Framing Spacing = a 16 ? in. o.c. 09/26/18 C&C Pressures Zone 1 Zone 2 Zone 2 OH Zone 3 OH Roof Unit Suction Load from Wind Framing Spacing in ft. D.C. Interior Zone= 27,; psf x .1.33'fL= 36 plf Perimeter Edge Zone = 36.. psf x 1:33V' ft = 48 • plf Overhang Zone = 72;-, psf x 33 ft = 2..... 96 :, pif I JOB AP -A16854 SHEET NO. 29 OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKEDBY Sheathing Connections (cont'd) Roof Sheathing Design Roof Sheathing Connection to Resist Suction Loads DATE Roof Sheathing: 7/16" OSB (Unblocked) .1 11Fastening: 0.131"x2.5" nails at 6 "o.c. panel edge fastening and X12•"D.C. field Specific Gravity of Roof Framing Diameter of Nails Length of Nails Thickness of Sheathing Nominal Nail Withdrawal Design Value ANSI / AF&PA NDS Table 11.2C Load Duration Factor ANSI / AF&PA NDS 2.3.2 Allowable Nail Withdrawal Design Value ANSI / AF&PA NDS Table 11.2C Length of Nail Penetration Withdrawal Capacity per Nail Required Suction Load Capacity Required Fastening PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion Interior Zone = 36 .i plf r$k Perimeter Edge Zone = 48 ;; plf Overhang Zone = 98 a plf Interior Zone = 12 "x' D.C. Perimeter Edge Zone Overhang Zone = 6 ' o.C. G 042`, D = 1;0.131' in. L - m 2c5Qa. j'. t= 0438rin. W 35 Ib / in. CD= 1.6 W ' = W CD LP=L - t - Z061in. x.w W ' LP = 69 : Ib Ref. Sheet 28 .i- Ref. Sheet Ref. Sheet n 28 DAVID E. No.47769 09/26/18 JOB AP -A16854 SHEET NO. 30 OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKEDBY DATE Sheathing Connections (cont'd) Roof Sheathing Design Roof Diaphragm to Transfer Shear Loads Unit Shear Capacity Requirement Max V ,a _ =10827_t Ib B= µ 275r°`ft. vroof-197€plf Shear Capacity for Diaphragm Assembly Framing Species Specific Gravity G = A,4 mi Roof Sheathing j7f1W,0SB(Unblocked' Fastening:111 x2.5Was 6 D.C.ocpanel edge nailing and Lr `• o.c. field nailing DAVID E. No. 47769 Tabulated Value = = 2116 dplf vs = 1.4 (Tab. Value) See Supplement Table 2C Footnote 1 _ ;296,2-pif > 1197,;;plf OK 09/26/18 PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion JOB AP -A16854 SHEET NO. 31 OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKED BY DATE Sheathing Connections (cont'd) Floor Sheathing Design Floor Diaphragm to Transfer Shear Loads Unit Shear Capacity Requirement Max V�.= 12604,': Ib B = X27 5x; ft. v600r K 229 ,'t„ pif Shear Capacity for Diaphragm Assembly Framing Species Specific Gravity G L0:42 2. Floor Sheathing: 5/8in OSB (Unblocked) Fastening: 0.131"x2.5" nails at 6," D.C. panel edge fastening and F1 k" D.C. field fastening DAVID E. ILLINGSLE CIVIL No.47769 Tabulated Value = 211.6 plf vs ',1 `4 `{ (Tab. Value) See Supplement Table 2C Footnote 1 296.2 plf > 229 plf OK 09/26/18 PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion JOB AP -A16854 SHEETNO. 32 OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKEDBY DATE Sheathing Connections Wall Sheathing Design Wall Sheathing Connection to Resist Suction Loads 3 Sec Gust Wind Speed 4140 mph DAVID 5' a LLIN 5LE I CIVIL. G I ' IVL 0. r 69 (r!N 4 7 7 See pages 13D thru 13F for pressure caics. f-AINIA-01." 0 i Wind Importance Factor Wind Exposure Adjusted Interior Suction Pressure (Zone 4) psf Adjusted Perimeter Suction Pressure (Zone 5) 2.8psf 1 1 Perimeter Edge Zone Width Minimum Building Dimension "ft. Z = 10% Minimum Building Dimension = 2.75 ft. But not less than .'3,, ft. Wall Framing Spacing = 16 in. D.C. Roof Unit Suction Load from Wind Framing Spacing in ft. D.C. Interior Zone = 27 psf x X,1.331,ftoc.= �,::z36k4plf , Edge Zone = f:�-;'3 33 psf x 1�1 . L plf i.;. ft 0C 09/26/18 PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion JOB AP -A16854 SHEET No. 33 of 44 CALCULATED BY DB DATE 9/25/2018 CHECKEDBY DATE Sheathing Connections (cont'd) Wall Sheathing Design Wall Sheathing Connection to Resist Suction Loads Wall Sheathing: 7/16' OSB Fastening: 0.131"x2.5' nails at '6 ' D.C. panel edge nailing and m12;' o.c. field nailing Specific Gravity of Wall Framing G = 0 42 Diameter of Nails D = N br ;'D.131 in. Length of Nails L 2.50 %, in. Thickness of Sheathing t= G4384in. Nominal Nail Withdrawal Design Value ANSI / AF&PA NDS Table 11.2C W = 21 Ib / In. Load Duration Factor ANSI / AF&PA NDS 2.3.2 CD= Allowable Nail Withdrawal Design Value ANSI / AF&PA NDS Table 11.2C W ' = W CD = Vf 34V,;I Ib / in. Length of Nail Penetration Lp = L - t = -'2'00? in. Withdrawal Capacity per Nail W ' LP Required Suction Load Capacity Required Fastening Interior Zone plf Perimeter Edge Zone = 44 plf Interior Zone = 12 " D.C. Perimeter Edge Zone = 6 > • D.C. PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion DAVID E. CIVIL No. 47769 09/26/18 JOB AP -A16854 SHEET NO. 34 OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKED BY DATE Ridge Connections Ridge Connection Roof Pitch =w ":,I5g12 � o DAVID E. 131 W NGSLM Roof Span ='-2is ft. CIVIL ..�...-. No. 47769 3 Sec Gust Wind Speed 140yamph A 9�o/STF-kAL � Wind Exposure Ridge Connection Ridge Connection Load = ;�j�,i243 plf See Page 4 Connector: Simpson Strong -Tie LSTA15 Fastener: (1 2) 0.148"x2.5" nails (6 each end of strap). Allowable Load = 950 Ib Flip Connection Flip Connection Load 09/26/18 Req'd Req'd Provided Load Spacing Spacing r;:243 '' plf 47 '� in. D.0 32 in. o.c. r,'243, plf Connector. Simpson Strong -Tie LSTA15 Fastener. (12)0.148'x2.5* nails (6 each end of strap). Allowable Load = 950 Ib PFS Corporation Northeast Region APPROVED John Baker .10/22/2018 Approval limited to Factory Built Portion Req'd Req'd Provided Load Spacing Spacing 243 plf A7' °in D.C.32 sin.o.c. Overhang Connection Outlooker to Endwall Roof Pitch = Roof Span = 13.75,, ft JOB AP -A16854 SHEET NO. 35 OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKEDBY DATE Roof Overhang Length = ;; ,1 , ' ft. 3 Sec Gust Wind Speed 14400 mph Overhang Uplift Load =.j49-31, psf Zone 2 OH See page 28 Overhang Uplift Load = 72.1 psf Zone 3 OH See page 28 Outlooker Spacing = 16 in o.c. Tabulated Overhang Uplift Connection Load Zone 2oh ',65 75 r lbs ti Tabulated Overhang Uplift Connection Load Zone 3oh Fg8 14,r lbs Connector. 0.131'x3' Nails w/ 1.5' pen. Allowable Load = 50.4 Ib Connectors Per Outlooker Req'd Zone 2 OH = 2 '. per outrigger Connectors Per Outlooker Req'd Zone 3 OH =2 w ?:per outrigger DAVID E. No. 47769 PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion Collar Tie Connections Collar Tie Connection Roof Pitch= JOB AP -A16854 SHEET NO. 36 of 44 CALCULATED BY DB DATE 9/25/2018 CHECKED BY DATE PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion Roof Span = 27.5: It ,. a.;,.: DAVID E. ILLINGSLE CIVIL No.47769 3 Sec Gust Wind Speed = "740 mph Collar Tie Connection Requirement Rafter Spacing Load= z43ajplf x,1ino.c. = 324.2'Ib d.eIt, Design Collar Tie to Rafter Connection 09/26/18 See page 34 Assume Typical Collar Tie to Rafter Connection made with 0.131' x 3.0' face nails " Specific Gravity of Member G = 0.42 Thickness of Member 4 = 1.50 in. Lateral Capacity of Nails Z 82!`;! lbs Load Duration Factor Co Allowable Lateral Capacity of Nails Z'=Z CD= 131„"lb Required Collar Tie to Rafter Connection ANSI / AF&PA NDS Table 11 N ANSI / AF&PA NDS Table 2.3.2 ANSI / AF&PA NDS Table 10.3.1 Req'd Nail Nails Load Capacity Req'd $24 Ib / . %131 Ib cap = 3 `' per rafter Minimum of 3 required per code Knee Wall Connections Knee Wall Connection Roof Pitch = 5 12 n Roof Span = 27.5 f- ft, 3 Sec Gust Wind Speed = Kneewall Connection Requirement JOB AP -A16854 SHEET NO. 37 OF 44 CALCULATED BY DB DATE 9/25/2016 CHECKED BY DATE pri1¢40 mph DAVID ILLINGSLEY CIVIL No.47769 DFC+�STE NG���'Q 09/26/18 NAL Unit Connection Load from Wind = .L4 24' Ib See page 36 ,< Design Knee Wall Connection Assume Typical Connection made with 0.131"x 3.0" toenails. Specific Gravity of Member G= 0.42' Withdrawal Capacity of Nails Wr` 21 . lbs per inch penetration Load Duration Factor CD= .--1.6 Penetration Depth Ca= 1.25 in Toe Nail Factor ANSI / AF&PA NDS 11.5.4.2 Allowable Withdrawal Capacity of Nails per inch W' = W CD Ca Ct,= lb PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion ANSI / AF&PA NDS Table 11.2C ANSI / AF&PA NDS Table 2.3.2 Cb = 0.67 ANSI / AF&PA NDS Table 10.3.1 Req'd Nail Nails Load Capacity Req'd 324 Ib 28 Ib cap 12 per stud NG - Too Many Nails, Use Alternate Conn., See Page 37a JOB AP -A16854 SHEET NO. 37A OF 44 CALCULATED BY DB DATE 9/25/2018 CHECKEDBY DATE Knee Wall Alternate Connections Knee Wall Connection Roof Pitch = Sf 2r3i Roof Span = .: 27.5, r g_ < _ 3 Sec Gust Wind Speed = Ii aW''N140 "' mph .1'FPnd Kneewall Connection Requirement Unit Connection Load from Wind= 324;1lb Design Knee Wall Connection See page 36 Assume Alternate Connection made with #8x3" Screws Toed Specific Gravity of Member G Withdrawal Capacity of Screws W = 82: lbs per inch penetration Load Duration Factor CD= :'a 1.6 Penetration Depth Ca= 1.20 in Allowable Withdrawal Capacity of Screws W' = W CD CaCC,=1pS rlb Option 1 #8x4' Screws Toed Option 2 LSTA15 Strap Note: Stra DAVID E. ILUNGSLE CIVIL No.47769 09/26/18 PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion Toe Nail Factor Co = 0.67 ANSI I AF&PA NDS 11.5.4.2 ANSI / AF&PA NDS Table 11.2C ANSI / AF&PA NDS Table 2.3.2 ANSI / AF&PA NDS Table 10.3.1 Req'd Screw Screws Load Capacity Req'd 324`'.' Ib '105' Ib 4 per stud Req'd Strap Quantity Load Capacity Req'd 324',: Ib 530 Ib 1 ;per stud for only 10 total nails installed and installed at an Y11[ vm ,I.II m ctlr¢ImI m c �m w ra\R n anRiwnucml V�RR iTalf rn STY]I m moo Tinv � ,Rw„Ym RaT N v rtit� Y a1rYf [C m --- -_---- Ym1r r11Y M. mom \s K M11Y w.uvwM M,06M I DVP 10/6/18 i" L. � M I91Mw4 Mm I4 �m I c�y+mr rrs,000 I ' (nR�omc rm orreY \R.m rcn.nrR I T Yw.R MUM tl IRO m rlsl0l aR I YRI t IH[ K ¢L r0 RJm+•. I .» w L1°"TM ural RSl,onw\ ma _ J 1 [»W 1 l I Y tllr f NIYO Y mRY f.L frY SIM YR�M.m RR. w SN-11447/QN-16854/JN-66300/MA [sr%L MIdY 11 \ W $p� V RR /LL vMOI [NINRAS TY O VMO WN SIDC " 3. ALL WALLS ARE TO BE CONSTRUCTED AS PER R6D2 W m.sw�uun 1Y1A IUR OYMYwY R,wl r» Ny R aQ U 2 m Y[l MI.WO N IYf m YN 8111 r R O Q 'Yy d• .Y f.flll F, V ..a [�vrow\ wmaR.rm O »m1d Wt� [n.uorrus I.Y . r Ot �RYwdl m im n.o aim rm Y 00.Y R pYA;M.RaOR, 0 U iln Yv nimvRwna� .. �»m wane n.Ra I DVP 10/6/18 i" L. � M I91Mw4 Mm I4 �m I c�y+mr rrs,000 I ' (nR�omc rm orreY \R.m rcn.nrR I T Yw.R MUM tl IRO m rlsl0l aR I YRI t IH[ K ¢L r0 RJm+•. I .» w L1°"TM ural RSl,onw\ ma _ J 1 [»W 1 l I Y tllr f NIYO Y mRY f.L frY SIM YR�M.m RR. w SN-11447/QN-16854/JN-66300/MA 11 \ W $p� V RR /LL vMOI [NINRAS TY O VMO WN SIDC " 3. ALL WALLS ARE TO BE CONSTRUCTED AS PER R6D2 W t i 4. SEE SECTION CONNECTION DETAILS PG A13.1 CL aQ U 2 m Y[l MI.WO N IYf m YN O Q d• .Y f.flll F, O w mos vw Nils ' � m Imans. 0 U .. ink .ur.rru - � mr.: nrK"` W 00 \L m o Mph CU K q d � ui mem wo z In ..'^ C3 IU Q j V W Zs$ of J N CL 26KJ qo y 13CI v F :Co.a !� 2 �- VS Io. \N N111[t Yr RMLY»b 0 V J7Z :Z Cy �R.. PFS Corporation : N vires 9 ¢ �In r R »R YYY Northeast Region � N APPROVED John Baker z z zU I , $ 10/22/2018 Approval limited to Factory Built Portion m m m m `N OF SSS m v..... 3� q0 o� DAVID E. ti� ,0 a d z BILLINGSLEY m s i o CIVIL H y .4- > x a o No.47769 rc i a i Afb 9Fo/STfP oR,�� 10/22/18 oz tr .i e �w 'C r_c tae - L SEE AID - At8 rOR OTHER rASTENING AND MATERIALS YRG all oamloR, liC, "°°'• u0[[,4 Yo OrwIIT °'�': IMr100 [ wS,Y1D OFTTI[ NIUf SrEVR 2. ALL rLOORS ARE TO BE CONSTRUCTED AS PER R502 11 \ W $p� V RR /LL vMOI [NINRAS TY O VMO WN SIDC " 3. ALL WALLS ARE TO BE CONSTRUCTED AS PER R6D2 t i 4. 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LLINGSLE CIVIL, No. 47789 10/22/18 q vN�9¢9 NIL < co oLn � yCQ YI SI YIa IRlll l�t nodi NIKI>I�I dl ll 111 of � v St o ase N t�s w44W A13.1 o a xLn U 2 m H a O 4 � H W pi r i v riw - = � Z ,mea• oe rnr:. v oe rev Svc c oc Baa J O C-3 n as -m ro saxvf nwu w ano evoevrc unu m vLs::rla W F v root ani m �' swsoi tm aiw w = w ux�a• ref rm� �% V �... MLV T2 Wa RLab' m a� rOYY2 TMI W. e..C. m rI1C4 .LIST - Q W . U m surra• x u pro M. naa � .. -. _ 0 -ew smlr ttma roti m t4 rraae m avOewi 0° O sr 01r SA ~ O fY OG m WYY W1i DIrO`aLll m U'J1Y mp.tii rllnl (/j -4 -ru rtp m ry tutor im m m RATc Lj 00 m10.amr i t N s�[a,Tlmo aunmL m onume iw oe. m iuirlf0 y VHL fM fF! pKT 9FM VNL f[[ bWIT 9EM Vlil Sms m W'.Y Mri �1 tJ >ti srax• w rrz atm _ K I�JI f� Ilr➢'. rKltlIDa r0 w fO! VYe rASIFILf ��� p Y- yy(Ff fa $ a - r 9 M _ Z ^ 5 lsT fintY mtEf m RIDt ea 1/r u aiuuMc i ee - rasa ra m m - Q Q.p > J sarml urw saar • fr aG ova taLm ti loon[ rum ..w5a• • " o< (/% N Z ux snn v® nasus o � v IENEp MLLB .T HL 4TMG IRATe)6 Q Q O -j . ... - mnartmmruro W y o. - ae vp lfl nm SIaY W . Y raft 1ML I tY o< J L) Z O x r iNfDl mPla1 lSTL2 siMM . ? OL N IUrz m inm Z F- W N f w mamrr rmi�rt Mro DmofeM~ o Y fy —i q $ - pO�Of 24 a rp m rmnL tae r.Y r6ytwf • s• x tac s� w rat m dorsi, tav tuns pro nmr+lol L tot m m wwro W5o• rmras . s• ttc arc m to wwro r rwx rust a u• m urz m snn 11•d'IMei Till Mrz pla PFS Corporation Northeast Region APPROVED John Baker 10/22/2018 Approval limited to Factory Built Portion DAVID E. LLINGSLE CIVIL, No. 47789 10/22/18 q vN�9¢9 NIL < co oLn � yCQ YI SI YIa IRlll l�t nodi NIKI>I�I dl ll 111 of � v St o ase N t�s w44W A13.1