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20120339 Permit Pkg 12212012 �pf YHFp� City of Yelm Permit No.: 20120339 I S ' � �, Community Development Department Issue Date: 12/21/2012 � � (Work must be completed within 180 days) Building Division Phone:(360)458-8407 L `"' `_°" Fax:(360)458-3144 Applicant: Name: BILL NIELAND Phone: 360-789-1260 Address: 3438 WIGGINS RD SE OLYMPIA WA 98501 Property Information: Site Address: 15224 KAYLA ST SE 79 Owner: BILL NIELAND Assessor Parcel No.: 41610007900 Subdivision: CHERRY MEADOWS Lot: 79 Contractor Information: Name: JOHNSON CUSTOM HOMES Phone: 360-273-6666 i Address: JOHN JOHNSON 18741 NUTMEG ST. SW ROCHESTER WA 98579 Contractor License No.: JOHNSCH976DC Expires: 3/03/2007 Project Information: Project: NEW RESIDENTIAL BUILDING Description of Work: LOT 79, PLAN J0920121 Sq.Ft.per floor: First ggg Heat Type(Electric, Gas, Other): GAS Second 1222 Third Garage 390 Basement Fees: Item Contractor Fees NEW RESIDENTIAL BUILDING JOHNSON CUSTOM HOMES $7,854.14 MECHANICAL AMERICOOL HEATING $ 78.25 PLUMBING KNUTSON PLUMBING $ 118.00 TOTAL FEES: $ 8,050.39 ApplicanYs Affidavit: OFFICIAL USE ONLY I certify that I have read and examined the information contained within the application and know the same to be true and correct.I also certify that the ropo�s�ructure is in conformity with all applicable City of #Sets of Prints: Yelm regulations including those governi zonin an�d land subdivision,and in addition,all covenants, easements and restrictions of record.If pplying s,a contractor,I further certify that I am currently Final Inspection: registered in�fe State of Was ingto . � /� f �-� � ,� � Date: Si nature c,�-' �i Date �'—� Firm BY� i i I I i Cit� af Yelm �3G ) 458-8402 RE�C#: f1U114221 12/21/2C112 i2:58 PM UPER: CO 1"ERM: OU1 REF#: 3890 TRAN: 33.0000 �UIL�ING F�ERMITS 2012Q339 g,�j5�.��C� NIELAND, BILL 15224 KAYLA Sr SE 7g BLG-RES1 7,854.14CR MECH 78.25CR p� 118.00CR TENUE.kED; �,U50,39 CHECK APPLIED: B4O5G,39- CHANGE: ��p.UO � �, � � �I I I,I . i � � 1203 � CITY OF YELM RESIDENTIAL BUILDING PERMIT APPLICATION FORM � Project Address: �`%�.-Z`� �� ►'� �fi �� Parcel#: �{1 G�(O v:� 7 `i' �'� � Subdivision:��t�,�v G��a;f1u�,Lot#: � � Plan#��`��'i Zoning:l�t';i�R�.�t�'a-1 i ! i Re-Modei/Re-Roof/Addition ! i Home Occu ation Sign �CNew Construct on P � i Plumbing Mechanical �-� Mobile/Manufactured Home Placement !' Other Project Description/Scope of Work: l��.�% �{C�'w��, Project Value: Z� �� ,��,..� Building Area(sq. ft) 1S` Floor �� 2"d Floor l 2-�-� Garage 3Ci'-' Beek �� Basement Carport Patio i #Bedrooms� #Bathrooms Z- '�-� Heating:,�THER or ELECTRIC(Circle One) ' Are there any environmentally sensitive areas located on the parcel? �� lf yes, a completed environmental checklist must accompany permit application. BUILDING OWNER NAME: i � `1�. if+ ti'c� ADDRESS 3 3S� (:+�%,� � 2�4 �'f€ EMAIL �'. � '�� +�^°�� C`'" '` CITY �_ ;. ST TE 4':.�j�` ZIP �`�� TELEPHONE 3loe� Z S.s'`i - i2 lvc� v"N C��C°: 4:u .i.c_c,=.�' ARCHITECT/ENGINEER :-ed �� ` �w � CENSE# 3 �i �� = ADDRE S ��t I tW�lp l�r.�c� ST EMAIL !)s� �c i'S� '�' �:��-:t?-�'.�cc��s:tc�4� CITY �e.�, '. STATE ' /k- ZIP °�Y._3� TELEP ONE ,� c��-- -� . - ' ' GENERAL CONTRACTOR_1 c��yc-� C;°r;t'�.,�. ��N�ELEPHONE 3G•� �-7� i��.-�� ADDR SS��S"�t-LI �,�T�wt�c St� 4:;t.cJ EMAIL ' s�F%�_ _ � -y c'.:s.�4•:t;l`� �� CITY _� .e ' r- STATE C.✓wa ZIP`�'�FAX�:;� '� `� i : CONTRACTOR'S LICENSE# EXP DATE�CITY LICENSE#1 ?��i''�f ' �'�/� � .'��-2 PLUMBING CONTRACTOR N +�=��j� v�i� TELEPHONE�iG��1 l Z-S 2.� ADDRESS .Gi ��1 ��'e..r��s `_ �_EMAIL�N,�'r�. ;�a�' va�i y., `�r'.�v�-�t�`��CJi-�i CITY ' �lv� STA�E ' � ZIP t!� '�`t'1 FAX„�fo� ''f`s � C.�;i i C O N T R A C T O R'S L I C E N S E# � +. S i (3' X P D A T E ' C I T Y L I C E N S E# '�7 , � L�"!('� MECHANICAL CONTRACTO ° '��V � � �TELEPHONE,�r,�' �� i�4` ADDRESS 1�i"L.�' _ ,,,; k- � ' EMAILiy��; K� �' `%�t��f;cv�iUS�t. c'�.�{ CITY �c ;}�Y STATE � i �� ZIP Y ��% FAX 3 t:,C� �7 j- �i"I CONTRACTOR'S LICENSE# V�+e.� � � EXP DATE i�=�CITY LICENSE# (2--�i<�,.�j i�:� Copy of mitigation agreement with Yelm Community Schools, if applicable. I hereby certify that the above informa'on is corr t an that the construction on,and the occupancy and the use of the above described property will be in a or nce with th laws,rules and regulations of the State of Washington and the City of Im. � /��,_�g.-�� z A icant's Signature Date Owner/Contractor/Owner's Agent/Contractor's Agent(Please circle one.) All permits are non-transferable and will expire if work authorized by such permit is not begun � within 180 days of issuance, or if work is suspended or abandoned for a period of 180 days � r. .—,r�c-�c�cz c-�-' n I;+,,!-��'.,l�.a �,� �:/ c..�.. ,� 105 Yelm Auenue West � ! ''� (360)458-3835 Yelm,WA 98597 ''� ' ) � (360)458-3144 FAX www.ci.yelm.w¢.us �� `�"'s" �Y=---------___<_=__.-.-� � 360.458.6106 Q FAX:360.458.6178 O �O7 FIRST STREET NORTH � PO Box 476 �,�,j YELM, WA 98597-0476 CO/✓!/ ✓/ C/N� TY V'� COMMVNITY RELATIONS c_c{ehdnC�ycs.wec�net.ec�u November 26, 2012 i RE: Mitigation Fee YCS Ref. # 03-021 „, Attn: City of Yelm Lot 79 Parcel # 41610007900 at 15224 Kayla St SE, & Lot 80 Parcel No41610008000 at 15230 Kayla St SE; The mitigation fees for lot 79 & 80 have been paid. No balance is due. Release recorded 7/25/2007 with Thurston County#3945318. . If you have any questions, please feel free to call me. , n ��',.�� ,, . � ; �E�iriss De an Y �, Community Relations Office Assistant Coordinator 360.458.6106 . � r---,,.��,��.�+� r . ��p r�' �' �� =• �� . ' � � . . _.:��. il�l YELM COMMVNITYSCHOOLS ISAN EQVALOPPORTUNITY EMPLOYERAND FOLLOWSTITLE IX REQVIREMENTS. ;� , _ _ . 'i After RecordinE Return To: Mr.Erling M.Birkland Dirccror of Facilities Yelm Community Schools District No.2 P.O.Box 476 Yelm.Washington98597 RELEASE OF PROPERTY FROM M1T[GATION AGREEMENT Reference No: Page 1 through 4,Mitigation Agreement.3600330 Grantor: Yelm Community Schoots Aistrict No.2 Grantee: Don Findlay PO Box 310 Gig Harbor,WA 98335 Legal Description:Lots 76,77,7&,79&80 of SU&03-08340-YL;"Cherry Meadows";Killion&Cullins Raads, Yelm,WA Aaseasor'a Property Tax PArcel Number/Account Number: 21.713440000,21713440100,217344020Q, 21713440300,217134[O1 In consideration of the receipt of�8,225.00,Yelm Community Schools District Number 2 hereby releases any right,title or interest in Lots 76,77,78,74&80 of property referenced in the above mitigation agr�ement. Dated: ?'•/�O Y YELM COMMUNITY HOOLS DISTRI T NO.2 By; ireo r o ilities STATE OF WASHINGTON ) )SS Counly of Thurston ) On this day personally appeared before me,Erling M.Birkland,to me known to be the Dircetor of Facilities for Yelm Community Schools District No. 2, the municipa! corporation described in and that executed the within and foregoing insUVment,and acknowledged said instrument to be free and voluntary act and deed of said municipal corporation,for the use and purpose therein mentioned,and on oath stated that he was suthorized to execute said instrunlent an behalf of said municipal corporation. GIVEN under my hand and offieial seal this�day of y,�,,�f� ,2001 :j3•,� ��ti�Mislii:ir /� r/'� . l' �p l� /�` y/ <.r�5�f��T��,�y {i��t�4f� � L1�1 l�� <� .�''» .�"""''•;�'� `'. � NO ARY PUB C in and for the T TE of s� �I',• b�da F,� ;'$� % A� . Washington,residing at � ;� t�:`� �RRY� � — .� -�=z��O . d,�;' r .; My Commission Expires:_ �— 4 M~��41:� ��-. � i v'��f!�L`t��' O _ �'Ny'�`6•��"� �. '1,f�r'F;••.. .• •'`��'`�`�:. � '��r::��•+:1�`� �•`.-�� '«�r:tr�u�ts�+"��..;at''�ii" 39433�8 Page 1 of 1 i 07/25f2007 08:57 RM R�leas• �"E� `' Tfiurcton CountY Washlnston YELN COf�N1UNITY SCHOOLS � Il�l��ll�lllfl��{�VII�IIIIiN�H�uIIII��II�1N�ll�lhllll� I� fl� N� �I II I � �._ -__ ....___..._.��_. ...... . ...__.._..._...... i-Z�__.. _._...__�___.__.�.._. ..........._""__ j� - -- �� I `i i � ? � �� + i � i i � � i � � � � ..._._ ( . _, � � � v � ,. i �• , , � � � . jj „� , 3. .. � f'�U<v t � , � ( � � i ,t �._ �. i . I I W ( .. . : . '' . _. ; _.... ..... _ , , / , � . , ` �.._ ___.. __�.___..._�g .._..�....___._..__,_ .._,._�_._.._� � i , � i � � � 1 i i � { 1 trrl" , . � �--FJ-'" -G+ _ .,r � . - --- . . I . � k ., , k � � • _ ', _ , .. ._. _.... , r . , r i � !�� . �l.h,��.1.� t� `cL: ., � �� `;� � � � , � � � . . ;2 � , I :i � - - � . � M i ��i ,,i� � � � . � , ; � �,. r i'�; l� G��° � ��F-_ ; � � . .._ _ _ ..-� � - j . � . �' . U/ � i ; � III � i j " ' � i ; ` �-_r.^ ._. .., � . .. .._._.__.. , � `�� i � ; �� , �� II � ! , ;... __. ._. ..__._ : :-- ..._..........._ .. ... _ ,�; i _.r � ; ( � � � i' � E ' , � i • � �� ,` , i , � ,i , . G � , � i , '. � � ; ! , ,. __.._. ' � I .�� Y ___ '� I i+ ' /� � �, -g=---�--c,°—� � . � �� ' � � ' � � ' �+�- -__ _ �__ __ _ _;.. ___ _.._.. __� ,�,_ ___ _ , i t � � �' , I '�V � ��S � i � � � � � �?� � :!�l'C;1 �'�1,��i` L;�. :7);� �� 7 ' �� i � F F / , � .4P � .. . . ...._.._........ �__"_. �.� _._.. ,._,4..,_.._...... . .... ......_......___. . ... ... . . .. _.-- .._ ` < 7 r;r !D- �_.K ,. /�Q��VE� ; _ � .__ -- �-- � / -- / �Z— %Z ` ; � • C �;= 't � `�a' �i<<v� -way �� 1 � �E �<�_, � _. ` � � 'x i -� , , ,, ; "�- ! i, , _ ; ✓��.�� / ��I��r ��`� �T f�E E T ��8�� 1-Fr" Pr9scriptive Energy Code Compliance for Single�amily and Duplex Housing:Zone 1 Project Information Contact Information ' C ress Plan Johnson Cusotm Homes LLC �, 15224 Ka la Street, Lot 79 18741 Nutme ST SW, Rochester WA 98579 Yelm WA 9$597 360-239-7304 This set of forms has been developed to assist permit applicants documenting compliance with the Washington State Energy Code, (2009 edition). This set is for structures built under the IRC and tocated in Ciimate Zone 1. The following forms provide much of the required documentation for plan review. The details noted here must also be shown on the drawings(WSEC 104.2). �� This form is not a substitute for the energy code itself. To obtain a capy of the energy code, go to the following web address. http:l/www.energy.wsu.edu/code Glazing Wall`2 Wall- int4 Wall• ext4 SIab6 lo Glazing U-Factor poor 9 2 Vaulted 5 Qption �'ea � Ceiling 3 Above Below Below Floor on %of Floor Vertical Overhead" U-Factor Ceiling Grade Grade Grade Grade R-49 or R-21 R-21 R-10 Q I 13% 034 0.50 0.20 R-38 R-38 Int.' T'g R-10 R-30 2, Adv. R-�19 or R-21 R-21 R 10 o R-10 R-30 Q II 25/0 0.32 O.SU 0.20 R-38 R-38 Adv. Int.' TB 2' R-49 or R_21 R-21 R-10 • III 0.50 0.20 R-38 R-38 R-10 R-30 � Unlimited 0.30 I�t.� TB 2' Adv. See WSEC table 6-1 for footnotes Glazing Schedule Attached to Document � Does not apply. (SEE INSTRUCTIONS)Using Prescriptive Option III.All glazing J and doors meet maximum U-factor.Alternate heating size method submitted. ❑ Option I or II,Glazing to floor area limit(WSEC 602.7.2) ❑ Area weighted window,skylight or door U-factor(WSEC 602.7.2) ❑ As part of the heating system sizing calculation (IRC M1401.3&WSEC 503.2.2) Radiant siab: ❑ R-10 foam insulation, continuous with thermal break(WSEC 502.1.4.9) Chapter 9 Options Total of 1 Credit Required O t. O t. Descri tion 1a Hi h Efficienc HVAC E ui ment 1 1.0 � 1b Hi h Efficienc HVAC E ui ment 2 1c Hi h Efficienc HVAC E ui ment 3 2 Hi h Efficienc HVAC Distribution S stem 3a Efficient Buildin Enveto e 1 3b Efficient Buildin Envelo e 2 3c Su er-Efficient Buildin Envelo 3 ' 4a Air Leaka e Control and Efficient Ventilation i 4b Additional Air Leaka e Control and Efficient Ventilation 5a Efficient Water Heatin � 5b Hi h Effiecienc Water Heatin 6 Small Dwellin Unit 7 Lar e Dwellin Unit ', 8 Renewable Electric Ener "1200 kwh Totat Credits 1.00 WSEC Prescriptive Worksheet(2010 edition)2one 1 WSUEEP10-010 Copyright 2010 , Glazing Schedule Project lnformation Contact lnformation C ress Plan Johnson Cusotm Homes LLC � 15224 Ka la Street, Lot 79 18741 Nutme S7 SW, Rochester WA 98579 Yeim WA 98597 360-239-7304 Conditioned Floor Area 2190 Sum of UA for Heating System Sizing 81.0 Sum of All Glazing Areas From Below 236 Glazing to Floor Area Ratio 10.78% 602.7.2 Exception Ratio(not to exceed 1%)�� Exterior poors Plan Component Door Percent Width Height Glazing Door poor ID Descri tion Ref. U-factor Glazed Qt. Feet �"�' Feet �"�' Area Area UA Wood slab in wood frame 0.460 1 3 8 6 8 23.3 10.7 One Exem t Swin in Door<24 S uare Feet 1 3 6 8 20.0 Z0.0 p 9 q Sum of Gtazing Area, Door Area, and UA (do not include exempt door) 23.3 10.7 Area Weighted U= UA/Area 0.46 Sum of Area and UA for Heating system size only(include exempt door) 20.0 43.3 10.7 Vertical Glazing (Windows,Glazed doors using Exception 602.6#1) Plan Component Glazing Width Height Glazing ID Descri tion Ref. U-factor Qt. Feet �"�' Feet �"�' Area UA Mil ard XO window 0.300 2 6 5 60.0 18.00 Mil ard X�window 0.300 1 4 3 � 14.0 4.20 Mil ard OX SGD 0.290 1 6 6 10 41.0 11.89 Mil ard XO window 0.300 1 6 3 6 21.0 6.30 X win w 0.300 2 5 4 40.0 12.00 Mil ard O do Mil ard XO window 0.300 3 4 4 48.0 14.40 Mil ard XO window 0.290 2 2 3 12.0 3.48 Sum of Area and UA 236.0 70.27 Area Weighted U= UA/Ar�a 0.30 WSEC Prescriptive Worksheet(2010 Edition) WSUEEPIO-010 Copyright 2U10 , � Oveshead Giazing . Plan Component Glazing Width Height ID Descri tion Ref. U Qt. Feet �"�' Feet '"cn Area UA Sum of Area and UA Area Weighted U= UA/Area Doube Glazed Garden Windows Section 602.7.2 Exception �, Plan Component Width Height I D Descri tion Qt. Feet '"`n Feet �"�' Area UA — Sum of Area Sum of Area X 3(This total is automatically inciuded in fhe glazing area total.) Glazing UA for Heating System Size On/y=Area X 0.63 WSEC Prescriptive Worksheet(2010 Edition) WSUEEPIO-010 Copyright 2010 , � Simple Heating System Size: Climate Zone 1 Project lnformation Contact information C ress Plan Johnson Cusotm Homes LLC 15224 Ka la Street, Lot 79 18741 Nutme ST SW, Rochester WA 98579 Yelm WA 98597 360-239-7304 Indoor Design Temperature 70 Outdoor Design Temperature 20 Design Temperature Difference(OT) �T=Indoor-Outdoor Design Temp 50 Conditioned Floor Area 2190 Conditioned Volume 18488 Glazing Copy Sum of UA from Gtazing Schedule 81 Attic U-Factor X Area = UA R-49 0.027 1222 33.0 R-38 Advanced 0.026 Single Rafter or Joist Vaulted Ceilings U-Factor X Area = UA R-38 Vented 0.027 � � Above Grade Walls U-Factor X Area = UA R-21 0.056 2511 140.6 Floors U-Factor X Area = UA R-30 0.029 1234 35.8 Below Grade Walls U-Factor X Area = UA 2' Depth Walls 0.042 3.5' Depth Walls 0.041 7' De th Walls 0.037 � Slab Below Grade F-Factor X Len th - UA 2' Depth 0.59 3.5' Depth 0.64 7' Depth 0.57 � -��-� , Slab on Grade F-Factor X Len th = UA R-10 2' perimeter 0.54 R-10 Full-Heated 0.55 Sum of UA 290 Envelope Heat Load 14520 Btu/Hour Sum of UA X�T Air Leakage Heat Load 9984 Btu/Hour ((VOlume X 0.6)X dT)X.018)) Buildin Desi n Heat�oad 24503 Btu/Hour 9 9 � Air Leakage+Envelope Heat Loss Building and Duct Heat Load � 24503 Btu/Hour If ducts are located in urtconditioned space:Sum of Building Heat Loss X 1.15 If ducts are located in c:onditioned space:Sum of Building Heat Loss X 1 Maximum Heat Equipment Output 150°10 36755 Btu/Hour Building and Duc[Heat Loss X 1.50 WSEC Prescriptive Worksheet(2010 Edition) WSUEEP10-010 Copyright 2010 � ' ' � ' � STRUCTURAL CALCULATIONS For Johnson Custom Homes � For Lot 79 15224 Kayla Street Lateral and Vertical � Design Job#2012161 October 3, 2012 � ' ' � By PRECISE ENGINEERING iNC. � HAROLD HAHNENKRATT, P.E. � � ��p, HA �t�`� � O �� " �, � � � � � . � — , � �_ �o c � 3- � �,;� / �'�� ,��.0 �2 ' s��MAt �� /�� i� � I � _� �� J � __ �� . _ . , I; � . _ _ . _.�. � � � e��:-------------------- � � — SCOPE: Provide structural calculations for lateral design and vertical design per the � 2009 IBC. � LOADS AND MATERIALS — Roof: Comp Roofing(2 layers) S.Opsf , Pre-engineered Trusses @ 24'oc 2.9psf Roof Sheathing 1.Spsf — Insulation 1.2psf _ S/8'GWB 2.8psf Misc. 1.5�sf ' Dead Load= 14.9»15psf _ Snow Load = 25psf � Wall: 2x6 Studs @ 18'oc Dead Load = lOpsf Floor: I joists at 18'oc Dead Load= 12psf � Part. Load = lOpsf — Live Load = 40psf Wind: 85 MPH Exp. B Seismic: Site Class = D Design Category = D — Use Group = I � R = 6.5,2.2 Cd = 4 -- �o = 3 Soil: 1500psf Allowable Bearing(Assumed) � Lumber: 2x >4x = #2DF 6x > _ #1 DF GLB = 24f-v4 for siinple span � = 24f-v8 for cont. and cantilever. Concrete: fc = 2500psi Rebar = Grade 60 � � ' � � ■ , I I � 38' (\`/)Y.�j 10 = _ =12--=�� 16 �/ � - — � OUTDOOR LIVING 11'1.x9'7• � O I G�� i � 5' S' � 5'-5" 6'-7" 5'-6" 10'-6" i � \ � � \ � .a,.� � � .�,o�.,�o � .� . n o .i. � \I t nx 1 O�BIi 'B�sti --� � g � � ,�i i ��_, � � T o � ��° � � KITCHEN v � (l, �, t r-a•x i 2'-3• _ �/NOOK �-6" � os� -T-- / a�O I�m � � � / 9'-7'x 13.3• � / - �� N s 1 R / r � _J / '- � � � I � / LIVING i R � 's`r�'e`'°' i I � / - r � Ij I � � � � ! i i�� 'caew� � �o I �.' ACCE55 � / I �,�oa � in 1' 'F 6'-2"—�—4'-8" - � � \�� ". - - - - i \ LAUNDRV 1 \ c� 5'-�'x 7'-7' � � yJH ! r O � � � � O � ao.n.c � C,7 7 ENTRY � - n'-to'xio'-o' � � � � � ' �� 2'-7" � 6'-11"�\ _'-2'-4" � � I I � 1 � 5'-1" 4'-5"-�i�5'-8 1/2"�3'-3"-�I � � � N � — — --- ——� �° � — — — i I � }� GARAGE � m ' i � zr-i•x�ea• � STUDY �n" I 9'-6' 0'-0' i �` � � O� ,_, \ --4 x 12 BEAM"w�V_—-- -_-_- - � �r � � 1 � � ; _ ! _ 5�1/2 x 18 GLB _ _ �_ _ I � �_ __ _-�____ _ __ ensw ', � �J ` J ' I � � -�� _��w��———— -- - -`___ �—-� I jg� PORCH j I — --- I �s-s x s�-s j � ,- � I � i I � HB I I � i � _ .._ _—____— �__—_—_— _ _ � i , ,, � 11' 11' LIVING AREA 11' 11' 16' 9sa SQ n � 38' , ' � Two Story Wind to Diaphragm � Wind Upper Plate Height 8.1 Roof 10 Main Plate Height 9.1 Walls 12.4 � Floor Depth 1 Diaphragm � Roof Ht. Wind Load Length Total Load 1-2 Roof 8.2 0.0 132.2 38.0 5024.4 � Upper 0 119.0 38.0 4523.5 ' � SUM 9547.9 � Roof Ht. Wind Load Len th Totai Load 9 A-B rf/upper 0 45.0 10.0 450.0 B-C Roof 0 6.0 124.6 36.0 4486.3 � Upper 0 119.0 36.0 4285.4 C-D � rflupper 1 66.4 4.0 265.7 � SUM 9487.4 �� ,,,�• ;� �'- �- � R`Y � ��'�� I c�� 3'��c��) �-, � .a'� �' i� �'z� �� 'fi � U'$' ��r K x� �.�-. ' �d '°y� � ��-� wp �- r-� 3� L� U � �L'�►� � � `7 � � d � � Ga r� �� ,� �� G� � � � � , � � a� � o 0 0 0 0 0 �� ti � n u u ii n n � Q n Q a a n � m co co m ca m m U C.� C� U U U rn 'm �� @ � n. O Z o-°o o-°o a�°o w � a�o I� � � tn M � U � oi r� � ti cfl ° �, CO (O �y. � I� cD � r � � � C �- � N O �n� N � N O'� � � a0 � I' � CO I� N eO I� N y, Q � c0 V' CO N M i+ � " N (V � N � � I�" � (O d� � O � � CD V � N Q (�p C�O N tt� t� � H c0 �. � C CO � � � 0p N � � N � 1� O� � = i� 1� �,.� t!7 lf) � > �" � ,� O 00 00 � � � � Q � O 00 � t� � � L `--' OO OO � O� � !�' � OD O � 00 O � �_ �`p t� � �j N N N � � � CD d' '�t s �..tn N N N � M � N N N N �"� � �p O O O O O O C� •-- 00 N N N N � J "M N N N N � � � � O O O O O O a �° � o� ao o co cD � Q ?� �"' M M � M c'� I� � C N O � CO O � � " N � �h Qi cD fl- en � N � O " c- i- � � V J C � CM N `+- N d "- N d 'C � > � fl. d � d d . � � � ¢ J O � = O � 7 � � � � .�� w p tD � "' � y � �m � c� m U � � ' � Q oo U � p � J � r (� � , � � � � M M CO � O c0 �,.� CO � O � O � O O � O N O � O �j O M O O � O H � � O� N V d' � � �, @ O � r- N � t� ln � O � O N O N O O � O N O � O N O M O O � O � N N � N N N � � � � � � � � � � � �.:r.::.:,:.>:::::_:x:.;:::.r:.;�.:.. . ..,,: . . . . ::: .........::s:�,..r;�.:::..:;:::.>::.;:.::.:::;:.:._. . :.::.;:. � 1 � � "J '::;:.>;:->:::::.::.>r:<.>:o::>:.r::.:.::>::;;;;:�::;.::.:>::;.:.:::.>::.::<.;:.>.;;.;s:,:.::;..;:>::::.:::a:.:;;;;::.:;::.:.>;:;.::>;>:.r:>::•:: � �.. �.:::::. �-:.::::::. �:::---.: �:��::.:: �:...��::.: �.:::.._ �:�::::.: .....::::.. ��:'--. �:;;:x' M � � � � . . :.;n:.;.:c;::..:;;:;:..;::.;:::N..>r;:;::N..;:::>::>:;:;.r>;r:-:::�:r: . . .. ... .. .. -- _. . .. .... ....... .....- � � .. � .. � � � W co cD z N N N N J � ~ N N � (`') C'7 CO � � Q � O N O N O O � O O O N O N O O O O � O � J �" �; � � � � � ..... ................................................................................................................. �"' � �«- °-:... ; ::::: :::: ::: ::::.. : :::...:: .:::: .:. _ . :::.::::. :: ._::: .::.:<:;�. 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O � � �" � � . . . . . . � � '� � � N N N N � ' � � � N Q m U � c J � 1 � � � � � _ � � �U a �' O C C � O O O O 'p p p � � � Q .� LL1 CO coon � � � � ^ = c c c c c E � ��R,,c'7 N � W O� � �- aD N � N N � - � p�� 'O O � � O I� 1� N O V' N � CD n. � � O O O I- � � N V V' N N n � C � � � N (n � N V � N aD V � V o� � - (D M � 1� � V � O V 7 Z = � O Q � N � O V V O - N � � � U � o 0 0 0 0 0 0 0 0 3 co c� N c� co co m ¢i � � o mo mo No � o 0 � N L O ai � fp U � � 1n � O ['7 ICJ ln ln � � � �. aD N C' t(J N N N V � - � � .0 t� t� L() 1n � N O) � N � O) � O) M @ O O O O � O � cD M a � oJ M iC1 aO N � �,7 � � @ cO OJ O)V' �p M V lI') W � � O � � � N � o� O) V N M V CO U N 'V V @ N i6 (6 (0 (p 3 N �� d [p @ O O O O O � cn -o �o -o v o � O � � � Q co o� co N N m w co m m �O 2 2 2 2 [n v v � c+� ch � � o � � 2 J (0 J :0 Q 3k O O Q m � I (6 c9 � � U U a - � O O O O O O O O O W co _ � F r- f N N � C � ch �n u� E �,� m o �n cv > oi o o v c�i r °' r o � o cOV oc%� v � � U � N .-- �IJ u) C N - � U N 3 N N � OD � N m oJ m O� _ � L �p � O O O O O N O � � p (D O tn N c0 c0 N �� F � (`') � N N N �- N a0 N � � 11 �� II a .` LL � = = x � � m � � � 3 � 0 0 0 0 0 LL o N � � � � .-� N ("> � � O � X V O ln V N Q1 � m M � � �fJ u� u� ��p � t� N N N > � N � O O � O O � �m � N CO co co ri ri ri Q] N N �N O O �i O p th � O O � � (O c`7 V c0 N V � M c'•') (`J O m � � = II 11 II � U � � _ _ = O O O O � O O O O O � � � � � N M N ('7 (`') O M N X X X X � I� 1� � '7 V lf) � N N M c'J u� h � f� N N CO N � cD � N V N 'Q N N 7 N � C � N N l0 16 � � � � � N � N � N � � � � � 2� � i1J r Ln J �° c� Q Cfl U � � � � � � TYPICAL SHEAR WALL NOTES Use 5/8" dia. by 10" Anchor Bolts (AB's) with single plates and 5/8" dia. by 12" AB's with double � and 3x plates spaced as shown on the drawings. AB's shall have 7"of embedment into footing,shall be centered in the stud wall, and shall project through the bottom plate of the wall and have a 3x3x1/4 plate washer. At existing foundation use 5/8" diameter Simpson Titen HG bolts with � minimum of 4" embedment into the existing concrete. All wall sheathing shall be 1/2" CDX plywood, 5/8" T1-11 siding, or 7/16" OSB with exterior � exposure glue and span rated"SR 24/0"or better. All free sheathing edges shall be blocked with 2x4 or 2x6 flat blocking except where noted on the drawings or below. � All nails shall be 8d or l Od common(8d common nails must be 0.131 inch diameter, Senco KC27 Nails are equivalent. If l Od common nails are called for the diameter must be 0.148 inches, Senco � MD23 Nails are equivalent). Nail size and spacing at all sheathing edges shall be as required below or as in the drawings. Nail spacings shall be 12" o.c. for all field nailing except as noted. � Hold downs are Simpson"Strong Tie" and shall be installed per the manufacture's recommendation. Equivalent hold downs by United Steel Products Company"Kant-Sag"that have ICBO approval can be substituted in place of Simpson hold downs. All floor systems must be blocked solid below � member that the hold down is attached to. This block should be equal to or larger than the member the hold down is attached to and be placed as a"squash block". �" All double and triple studs shall glued and nailed together with l Od's at 3" o.c. for each layer. � A114x studs are to be#2 DF and a116x studs are to be#1 DF when used for hold downs and shear walls. � All fasteners in contract with pressure treated lumber shall be zinc coated in accordance with ASTM B 695,Class 55 minimum. Fasteners exposed to weather must meet the requirements � of the pressure treating manufacture's minimum. IN ADDITON, the contractor shall coordinate connector/fastener coating requirements with recommendations from connector/fastener manufacturer and type of pressure treating chemical and retention being � used. See Section 2304.9.5 of the 2009 IBC for additional information. � ALL WALL AND ROOF FRAMING LUMBER SHALL BE DOUG-FIR#2 OR BETTER. � NO�'E: MST STRAPS attaches to (2) 2x or 4x studs in wall above and below unless noted otherwise. Nail all holes with 16d sinkers. � SHEAR WALL SCHED ULE � sheathing nailed with lOd's at 6" on center all edges. � � sheathing nailed with l Od's at 3" on center all edges and 4x or 6x studs at panel edges. � � � � HOLD DOWNSCHEDULE It is the responsibility of the contractor to locate hold down anchor bolt to accommodate all � structural framing. Anchor bolt to be located nearest the corner or opening at the end of the shear wall. All foundation vents to be a minimum of 12"off centerline of the anchor bolt on either side. Holdown stud to be coordinated with shear wall panel edge framing � requirements. Larger stud size controls * For holdown anchor bolt embedment greater that foundation depth, thicken footing � for 2'-0" either side of holdown anchor bolt to a depth that provides for 3" clear below the bottom of the anchor bolt. Provide (2) additional #2 x 3'-0"pieces of longitudinal rebar at this location. � �"� < J� ) HDU2 attaches to concrete foundation with a Simpson SSTB 16. HDU2 attaches to � �� double 2x studs or 4x or 6x stud with (6) Simpson SDS 1/4 X 3 Wood ; Screws in wall above. � O HDUS attaches to concrete foundation with a Simpson SSTB 24. HDUS attaches to double 2x studs or 4x or 6x stud wrth (14) Simpson SDS 1/4 X 3 Wood Screws in wall above. � ' ' ' ' , ' ' ' ' ' ' ' ' � 38' � 11'-61/2" 13'-2" 4'-5" 5'-31/2" ''I� 3'-7" 6'�5'-6 1/2" 6'-6,� i 6�_8�� 2'-9 1/2�2�-6" k2 4� I � .�.o .�.o � .m,o...d. r - _ _ _ i 0 � 0 FG Sn � J050 SON(EF � f7 tD � __� �' OJ � / `— '` (1 aGru \� rJ ros � MA�ER BATH � � iz-•.� - � BEDROOM 2 \ /B ODROOM 3 .�i � 11'-7'x 15'-3' \ � � nTriC n � /� �GCESS \ I 3Q10 '�� i� � Ro 63.eJ .� O N � w \ I N � � \ � W � � ':,o: BATH � S'-111/2" 8'-11" N a i r-i..e._o. � � a� r� � N '�, �_— —\ � � c� I � I � --_-- �'� ; � �- ¢� � � �� a '1 � - �r� io � � Al O � i \ MASTER BDRM 8'-9" 2�-71/2' 3�_10"�3'-3"—„� � ie-a•xis.-�- � / � � O / IOFT / / N21'-1'x 16'-3' / ,ay nE,av'__ {� � � I\ 1 J 00 [�� /� � a \ �� I � `��_/ 1 � .._ ......_....._ .... _ _. ._ 1 I I M i _ _______________J N .ae.o 1 _� 1 . _._ __._ ,,.,.o _..___...._.. LIVINGAREA � . � i 2zz sq n � {�—s'�s• s' s � s' s' � � L_______________'_'_' _'_'___J � �12' 10' � 16' r� 38' ' , ' � Title Block Line 1 Title: Job# You can changes this area Engineer: using the"Settings"menu item Project Desc.: and then using the"Printing& � Title Block"selection. Titie Block Line 6 v��med:s ocr zo�z,�z 5s��.^ r--- ---- ---_ ---____--- _ _----- ---.._ _-- -----� L MUItIpI@ S1171pI@ B@8CY) ENERCALC,INC.1983-2012,Build.6.12.9.16,Ver:6.12.9.16 � � �.�c:�• Description : Roof FRaming __---- ----- -______----- -------------------- -- ----.. _____ Wood Beam Design : A � ___ __ __ Calculations_per 2005 NDS,IBC 2009,CBC 2010,ASCE 7-05 BEAM Size : 6x8, Sawn, Fully Unbraced Using Allowable Stress Design with 20091BC8�ASCE7-05 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 � Fb-Tension 875 psi Fc-Prll 600 psi Fv 170 psi Ebend-xx 1300 ksi Density 32.21 pcf Fb-Compr 875 psi Fc-Perp 625 psi Ft 425 psi Eminbend-xx 470 ksi Applied Loads Unif Load: D=0.0150, S=0.0250 k/ft,Trib=17.0 ft �@Sl(]l7 SU11117)8(�/ �� r _� o�0 2sso,s�o suo) � Max fb/Fb Ratio = 0.709• � ', I — fb:Actuai: 712.15 psi at 3.000 ft in Span#1 � Fb:Allowable: 1,004.62 psi � � � _ Load Comb: +D+S+H I � I � � � Max fv/FvRatio= 0.301 : 1 I \ fv:Actual: 58.85 psi at 5.380 ft in Span#1 'i Fv:Allowable: 195.50 psi Load Comb: +p+S+H 6Oft,6xB � Max Reactions (k) D L Lr S W E H Max Deflections Left Support 0.77 1.28 Downward L+Lr+S 0.050 in Downward Total 0.079 in Right Support 0.77 1.28 Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 1452 >240 Total Defl Ratio 907 >240 � ' , � � ' ' ' ' ' ' ' ' � � � � �.. �.,00.,�. � - � �� I �� — 9 � UP �la ii I W H !. 3 � �� \� � � I — — — — _ � � �.�, � I � I � � � i � I � � I " � � � � o SECOND FLOOR JOIST � ' i , � �BoiseCascade Double 11-7/8" BCIO 6000-1.7 DF Joist1J03 BC CALCO 3.0 Design Report- US 1 span � No cantilevers � 0/12 slope Thursday, October 04, 2012 Build 440 16 OCS � Repetitive � Glued & nailed construction � File Name: BC CALC Project Job Name: Description:J03 Address: Specifier: � City, State, Zip: , Designer. Customer: Company: Code reports: ESR-1336 Misc: � 3 2 1 � ^ — i �__ 15-00-00 — � B0,2-1/2" B1,2-1/2„ LL 500 Ibs LL 500 Ibs DL 142 Ibs DL 482 ibs SL 22 Ibs SL 354 Ibs � Total Horizontal Product Length=15-00-00 Live Dead Snow Wind Roof Live OCS(in.) Load Summary � Tag Description Load Type Ref. Start End 100% 90% 115% 133% 125°/a 1 Standard Load Unf. Area(psf) L 00-00-00 15-00-00 40 12 16 2 Partition Load Partition (psf) L 00-00-00 15-00-00 10 16 3 WALL AND ROOF Unf. Lin. (plf) L 13-00-00 15-00-00 192 188 n/a � Controls Summary vaiue %Allowable Duration Case Span Disclosure Pos. Moment 2,404 ft-Ibs 32.7% 100% 1 1 - Internal Completeness and accuracy of input must End Reaction 1,336 Ibs 44.7% 115% 2 1 - Right be verified by anyone who would rely on � Total Load Defl. L/1,130 (0.156") 31.9% 2 � output as evidence of suitability for Live Load Defl. L/1,486(0.119") 32.3% 2 � particular application.Output here based Max Defl. 0.156" 15.6% 2 � on building code-accepted design properties and analysis methods. Span/Depth 14.9 n/a � Installation of BOISE engineered wood � products must be in accordance with %Allow %Allow current Installation Guide and applicable Bearing Supports Dim.(L x V1� Value Support Member Material building codes.To obtain Installation Guide BO Wall/Plate 2-1/2"x 4-5/8" 664 Ibs n/a n/a Unspecified or ask questions,please call �"' B1 Wall/Plate 2-112"x 4-518" 1,336 Ibs n/a n/a Unspecified ($00)232-0788 before installation. ) BC CALCO,BC FRAMERO,AJSTM' �w Notes ALLJOISTO,BC RIM BOARD'"" BCIO, BOISE GLULAMTM' SIMPLE FRAMING Design meets User specified (L/360)Total load deflection criteria. SYSTEMO,VERSA-LAMO,VERSA-RIM �" Design meets User specified (L/480) Live load deflection criteria. P�uso,VERSA-RIMO, � Design meets arbitrary(1") Maximum load deflection criteria. vERSA-STRANDO,VERSA-STUDOare Composite EI value based on 23/32"thick sheathing glued and nailed to joist. trademarks of eoise Cascade,L.L.C. � ' � ' ' �' � Page 1 of 1 � �eo�sece5�ede Single 11-7/8" BCIO 6000-1.7 DF Joist1J02 BC CALC�3.0 Design Report-US 1 span ( No cantilevers � 0/12 slope Wednesday, October 03, 2012 Build 440 16 OCS � Repetitive � Glued & nailed construction � File Name: BC CALC Project Job Name: Description: J02 Address: Specifier: � City, State, Zip: , Designer: Customer: Company: Code reports: ESR-1336 Misc: � 3 2 1 � I � 15-00-00 �' � B0,2-1/2" 61,2-1/2„ , LL 500 Ibs LL 500 Ibs DL 144 Ibs DL 283 Ibs SL 17 Ibs SL 117 Ibs � Total Horizontal Product Length= 15-00-00 Live Dead Snow Wind Roof Live OCS(in.) 'i Load Summary � Taq Description Load Type Ref. Start End 100% 90% 115°/a 133% 125°/a 1 Standard Load Unf.Area (psf) L 00-00-00 15-00-00 40 12 16 2 Partition Load Partition (ps� L 00-00-00 15-00-00 10 16 3 wall and roof above Conc. Lin. (plf) L 13-00-00 13-00-00 140 100 16 � Controls Summary vaiue °!o Allowable Duration case Span Disclosure Pos. Moment 2,412 ft-Ibs 65.7% 100% 1 1 - I nternal Completeness and accuracy of input must End Reaction 783 ibs 60.2% 100% 1 1 - Right be verified by anyone who would rely on � Total Load Defl. L/574 (0.308") 62.8% 2 � output as evidence of suitability for Live Load Defl. L/761 (0232") 63.1% 2 � particular application.Output here based Max Defl. 0.308" 30.8% 2 � on building code-accepted design properties and anaiysis methods. � Span/Depth 14.9 n/a 1 Instaliation of BOISE engineered wood ' � products must be in accordance with %Allow %Allow current Installation Guide and applicable Bearing Supports Dim.(L x V1n Value Support Member Material building codes.To obtain Installation Guide BO Wall/Plate 2-1/2"x 2-5/16" 660 Ibs n/a n/a Unspecified or ask questions,please call B1 Wall/Plate 2-1/2"x 2-5116" 900 Ibs n/a n/a Unspecified ($00)232-0788 before installation. � BC CALC RO,BC FRAMERO,AJST"' Notes ALLJOISTO,BC RIM BOARDTM' BCIO, Desi n meets User specified (U360 Total load deflection criteria. BOISE GLULAM•*" SIMPLE FRAMING 9 ) SYSTEMO,VERSA-LAMO,VERSA-RIM Design meets User specified (L/480) Live load deflection criteria. P�USO,VERSA-RIMO, Design meets arbitrary(1") Maximum load deflection criteria. VERSA-STRANDO,VERSA-STUDOare Composite EI va�ue based on 23/32"thick sheathing glued and nailed to joist. trademarks of Boise Cascade,L.L.C. � , , ' ' 1 Page 1 of 1 Ilr � �Bo�Seces�ede Single 11-7/8" BCIO 5000-1.7 DF Joist1J01 BC CALCO 3.0 Design Report-US 1 span � No cantilevers � 0/12 slope Thursday, October 04, 2012 � Build 440 16 OCS � Repetitive � Glued & nailed construction File Name: BC CALC Project Job Name: Description: J01 Address: Specifier: � City, State, Zip: , Designer: Customer: Company: Code reports: ESR-1336 Misc: � _ � - 2 � ��'� �._...r_._ .� vr �s_�__.z_.__3—�_s_...s._-� w _r--s—w__♦� —s_—Y—r._.�._._a. z__w..—v w---s.__z. �r ±c_ .s__��—__r__x____s_.Y _]LJ .�Y_S 3_-'L'_. �_S w_]�� c- ._4�_T__.�--r '}=�_Y_ w_7__� 'z-�__'2�� '"�-v 3_...9'_-- � .,. � . . . . . . Y � . . � . v� �7-��-�� B0,2-1/2" B1,2-1/2„ �L 567 Ibs LL 567 Ibs DL 136 Ibs DL 136 Ibs � _Total Horizontal Product Length=17-00-00 Live Dead Snow Wind Roof Live OCS(in.) Load Summary � Taq Description Load Type Ref. Start End 100% 90% 115% 133°!0 125°/a 1 Standard Load Unf. Area (psf) L 00-00-00 17-00-00 40 12 16 2 Partition Load Partition (psf) L 00-00-00 17-00-00 10 16 � Controls Summary vaiue %Allowable ouration case Span Disclosure Pos. Moment 2,885 ft-Ibs 91.6% 100% 1 1 - Internal Completeness and accuracy of input must End Reaction 703 Ibs 59.2% 100% 1 1 - Left be verified by anyone who would rely on Total Load Defl. L/418(0.48") 86.2% 1 1 output as evidence of suitabiliiy for Live Load Defl. L/518(0.387") 92.6% 1 1 Particular application.Output here based � Max Defl. 0.48" 48.0% 1 1 on building code-accepted design properties and analysis methods. Span/Depth 16.9 n/a 1 Installation of BOISE engineered wood products must be in accordance with � o o current Installation Guide and a licable /o Allow /o Allow PP Bearing Supports Dim.(L x V1� Value Support Member Material building codes.To obtain Installation Guide BO Wall/Plate 2-1/2"x 2" 703 Ibs n/a n/a Unspecified or ask questions,please call 61 Wall/Plate 2-1J2"x 2" 703 Ibs n/a n/a Unspecified (800)232-0788 before installation. !�'" BC CALCOO,BC FRAMEROO ,AJSTM', 4�, Notes ALLJOISTOO ,BC RIM BOARDTM BCIOO , Design meets User specified (U360 Total load deflection criteria. BOISE GLULAMT"" SIMPLE FRAMING ) SYSTEMO,VERSA-LAMO,VERSA-RIM � Design meets User specified (L/480) Live load deflection criteria. PLUSO,vERSA-RIMO, Design meets arbitrary(1") Maximum load deflection criteria. VERSA-STRANDO,vERSA-STUDO are Composite EI value based on 23/32"thick sheathing glued and nailed to joist. trademarks of Boise Cascade,L.L.C. i 1 1 �� ! 1 ,� � Page 1 of 1 � Title Block Line 1 Titie: Job# You can changes this area Engineer: using the"Settings"menu item Project Desc.: and then using the"Printing& � Title Block"selection. Title Block Line 6 r��mied aocr2oiz sz7ar.� --_.— __ ---- _ _____ -- -- --- --- --, I---- ' L MUItIpI@ SIITiF?I@ BeaCYI ENERCALC,INC.1983-2012,Build 6.12.9.16,Ver:6.12.9.16 � � f Il:f' .... ...... . . .. 'c> " . ' Description : Upper fioor ______ _ _ ___ ____ __ __._ _. ------—-- ------ ------- -- ---__ ___------ Wood Beam Design : A � Calculations per 2005 NDS, IBC 2009,CBC 2010,ASCE 7-05 ----- - _ ----— — — — ---- ---- — BEAM Size : 3.5x11.875,VersaLam, Fully Braced Using Allowable Stress Design with 20091BC&ASCE7-05 Load Combinations,Major Axis Bending Wood Species: Boise Cascade Wood Grade: Versa Lam 2800 Fb-Tension 2800 psi Fc-Prlt 3000 psi Fv 285 psi Ebend-xx 2000 ksi Density 32.21 pcf � Fb-Compr 2800 psi Fc-Perp 750 psi Ft 2100 psi Eminbend-xx 2000 ksi Applied Loads Unif Load: D=0.0150, S=0.0250 k/ft,Trib=22.0 ft Unif Load: D=0,080 k/ft,Trib=1.0 ft �I � Unif Load: D=0.0220, L=0.040 k/ft,Trib=6.750 ft Design Summary oro,<� � z,o� . ��_. � Max fb/Fb Ratio = 0.664• � ' ��__ � fb:Actual: 2,138.08 psi at 5.000 ft in Span#1 � ' � Fb:Allowable: 3,220.00 psi I' i Load Comb: +D+0.750L+OJ50S+H , Max fv/FvRatio= 0.521 : 1 � �� fv:Actual : 170J5 psi at 9.033 ft in Span#1 �� ! Fv:Allowable: 327.75 psi ,o.on, 3.sx,,.e�e � ', � Load Comb: +D+0.750L+0.750S+H Max Reactions (k) D L Lr S w E H Max Deflections Left Support 2.79 1.35 2.75 Downward L+Lr+S 0.190 in Downward Total 0.319 in Right Support 2.79 1.35 2.75 Upward L+Lr+S 0.000 in Upward Total 0.000 in � Live Load Defl Ratio 632 >360 Total Defl Ratio 376 >360 Wood Beam Design : B i _ _ Calculations per 2005 NDS,IBC 2009,CBC 2010,ASCE 7-05 BEAM Size : 6x10, Sawn, Fuily Unbraced '! � Using Allowable Stress Design with ASCE 7-05 Load Combinations, Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 875 psi Fc-Prll 600 psi Fv 170 psi Ebend-xx 1300 ksi Density 32.21 pcf Fb-Compr 875 psi Fc-Perp 625 psi Ft 425 psi Eminbend-xx 470 ksi � �plied Loads Unif Load: D=0.0150, S=0.0250 kift,Trib=6.0 ft Point: D=0.6690, L=0.180, S=0.550 k@ 3.0 ft Desiqn Summary �„ ,, ' � Max fb/Fb Ratio = 0.918: 1 �o o�,��,50, fb:Actual: 919.91 psi at 4.720 ft in Span#1 = L--- � —, i Fb:Allowable: 1,001.92 psi Load Comb: +D+S+H --- _�.__ __--_---- Max fv/FvRatio= 0.319: 1 ', �r, U I � fv:Actual: 62.35 psi at 0.000 ft in Span#1 � — Fv:Allowable: 195.50 psi iz.on,sxio Load Comb: +D+S+H Max Reactions (k) D L Lr S w E H Max Deflections Left Support 1.04 0.14 1.31 Downward L+Lr+S 0.200 in Downward Total 0.339 in � Right Support 0.71 0.05 1.04 Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 721 >360 Total Defl Ratio 424 >360 ' ' , � ' � Title Block Line 1 Title: Job# You can changes this area Engineer: using the"Settings"menu item Project Desc.: and then using the"Printing 8 � Title Block"selection. Title Block Line 6 c��cFd a ocr zoiz e �nn+ ____.__.__ _..�_. ___..... . _.----- ---.._._.._ ___--._ _. _..__ __. ._...._ ,_ . ___ __._. _.—__. _..__._. .----- . ___.... ._.....___, ', MUItIpI@ SIIl1pI@ B@8CY1 ENERCALC,INC.1983-2012,Buiid:6.12,9.16,Ver:6.12.9.16 ` � �.�i:i• . ._. - - � --- --------- ---- -- ---_T__ -------__— __ __— -- . ------------ ---- Wood Beam Design : C Calcuiations per 2005 NDS,IBC 2009,CBC 2010,ASCE 7-05 -- -- --------------- ---------___..--- ------ � BEAM Size : 4x10, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-OS Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900 psi Fc-Prll 1350 psi Fv 180 psi Ebend-xx 1600 ksi Density 32.21 pcf Fb-Compr 900 psi Fc-Perp 625 psi Ft 575 psi Eminbend-xx 580 ksi � Applied Loads Unif Load: D=0.0220, L=0.040 klft,Trib=15.0 ft Desiqn Summarv o,�93�,�;o�o, � T_�_________.__,_._ _�_�_-_T__�� i Max fb/Fb Ratio = 0.936: � � � fb:Actual: 1,006.18 psi at 3.000 ft in Span#1 Fb:Allowable: 1,075.11 psi i � Load Comb: +p+�+H -- — �---- -� -' �� Max fv/FvRatio= 0.536: 1 ', � , fv:Actual: 96.52 psi at 5240 ft in Span#1 , —� '� � Fv:Allowable: 180.00 psi ' ' Load Comb: +p+�+H s.o+� 4.,0 Max Reactions (k) D L Lr S w E H Max Deflections Left Support 0.99 1.80 Downward L+Lr+S 0.048 in Downward Total 0.074 in �^ Right Support 0.99 1.80 Upward L+Lr+S 0.000 in Upward Total 0.000 in , � Live Load Defl Ratio 1511 >240 Total Defl Ratio 975 >240 ' � � � ' , � � � t 1 � Title Block Line 1 Title: Job# You can changes this area Engineer: using the"Settings"menu item Project Desc.: and then using the"Printing 8 � Title Block"selection. Title Block Line 6 ��mied aocr2o�2 n nr.+ _ ...._..._._.._--- __.._.__._ .. .___ _- -._..�_...._., __..__. _.__ _ _...__ _._ . _......_ __ --..., I --_ P __ _--P I MU�tI le Sim le Beam ENERCALC,INC.1983-2012,Build:6.12.9.16,Ver.6.12.9.16 � a ��•�. _ ., - . - --- -_ _____--- _ _--- __ - --------- -------- -_ _- -- _ ._._-___-----_._ __ Wood Beam Design : D Calculations per 2005 NDS,BC 2009,CBC 2010,ASCE 7-05 - -- -------- ----- -- ____--- -- ----- ---- - � BEAM Size : 6x10,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-05 Load Combinations, Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 875 psi Fc-Prli 600 psi Fv 170 psi Ebend-xx 1300 ksi Density 32.21 pcf Fb-Compr 875 psi Fc-Perp 625 psi Ft 425 psi Eminbend-xx 470 ksi '! � Applied Loads Unif Load: D=0.0150, S=0.0250 k/ft,Trib=17.0 ft Unif Load: D=0.080 kift,Trib=1.0 ft � Unif Load: D=0.0220, L=0.040 k/ft,Trib=8.50 ft - -- � -- Desiqn Summarv � - , ��,$��,�q3��, � Max fb/Fb Ratio = 0.712• � , �-- ' � fb:Actual : 715.23 psi at 3.000 ft in Span#1 ', ! ' I Fb:Allowable: 1,004.17 psi ; � ' Load Comb: +D+0.750L+0.750S+H ' � -�� Max fv/FvRatio= 0.357: 1 ' J fv:Actuai: 69.83 psi at 5.220 ft in Span#1 I, �---` Fv:Ailowable: 195.50 psi ', Load Comb: +D+0.750L+0.750S+H - 80rt'�_,� � Max Reactions (k) D L Lr S w E H Max Deflections Left Support 1.57 1.02 1.28 Downward L+Lr+S 0.044 in Downward Total 0.074 in Right Support 1.57 1.02 1.28 Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 1640 >240 Totai Defl Ratio 974 >240 � Wood Beam Design : E Calculations per 2005 NDS,IBC 2009,CBC 2010,ASCE 7-05 BEAM Size . 6x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-OS Load Combinations,Major fUcis Bending � Wood Species: Douglas Fir-Larch Wood Grade: No2 Fb-Tension 875.0 psi Fc-Prll 600.0 psi Fv 170.0 psi Ebend-xx 1,300.0 ksi Density 32.210 pcf Fb-Compr 875.0 psi Fc-Perp 625.0 psi Ft 425.0 psi Eminbend-xx 470.0 ksi Applied Loads Unif Load: D=0.0150, S=0.0250 k/ft,Trib=17.0 ft � Unif Load: D=0.080 k/ft,Trib=1.0 ft Unif Load: D=0.0220, L=0.040 k/ft,Trib=6.0 ft Design Summarv + = oro��'Pg��o,_--__ � Max fb/Fb Ratio = 0.447: 1 ' fb:Actual: 449.51 psi at 2.000 ft in Span#1 � Fb:Atlowable: 1,005.17 psi ' i Load Comb: +D+0.750L+0.750S+H i Max fv/FvRatio= 0.249: 1 '�� /� � � fv:Actual: 48.70 psi at 0.000 ft in Span#1 ' Fv:Allowable: 195.50 psi ..a�e� Load Comb: +D+0.750L+0.750S+H Max Reactions (k) D L Lr S w E H Max Deflections Left Support 0.93 0.48 0.85 Downward L+Lr+S 0.015 in Downward Total 0.026 in � Right Support 0.93 0.48 0.85 -- Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 3133 >240 Totai Defl Ratio 1840 >240 Wood Beam Design : F Calculations per 2005 NDS,IBC 2009,CBC 2010,ASCE 7-05 � BEAM Size : 6x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-05 Load Combinations, Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 875 psi Fc-Prll 600 psi Fv 170 psi Ebend-xx 1300 ksi Density 32.21 pcf Fb-Compr 875 psi Fc-Perp 625 psi Ft 425 psi Eminbend-xx 470 ksi Applied Loads � Unif Load: D=0.0150, S=0.0250 k/ft,Trib=8.0 ft Desi4n Summarv ' Max fb/Fb Ratio = 0.928• � o�o.izo�sro.zo� ' �� tb:Actual : 930.91 psi at 5.000 ft in Span#1 --- _.._. -_L- __--.. __--_: ---- -_- '_-_ --- � t Fb:Aliowabie: 1,003.48 psi ' � � Load Comb: +p+g+H , --��.--.-- ---------------- ------- - I, Max fv/FvRatio= 0.262: 1 i /_�� L fv:Actual: 51.20 psi at 9.400 ft in Span#1 �o.oa, sxa � Fv:Allowable: 195.50 psi � J Load Comb: +D+S+H ------- Max Reactions (k) D L Lr S W E H Max Deflections Left Support 0.60 1.00 Downward�+Lr+S 0.180 in Downward Totai 0.288 in � Right Support 0.60 1.00 Upward L+Lr+S 0.000 in Upward Total 0.000 in Live�oad Defl Ratio 666 >240 Totai Defl Ratio 416 >240 � Title Block Line 1 Title: Job# You can changes this area Engineer: using the"Settings"menu item Project Desc.: and then using the"Printing& � Title Biock"selection. Title Biock Line 6 c��mea a ocr 2oiz b -am� __.__ _._ _ _. _ __.___ ___...--._ . _..__.- .-----._,. __ __--- _...,_.... __._._ _..._ _. __. __...__ _...__.. MUItIpI@ SICY1pI@ B@311'1 ENERCALC,INC.1983-2012,Build.6.12.9.16,Ver:6.12.9.16 � _ i.��:r. : - - . . _ .__ . _ ___--__-------- ------- _ __ ___--------_.._ - ---- _ - -------------- Wood Beam Design : G Calculations per 2005 NDS,IBC 2009,CBC 2010,ASCE 7-05 � BEAM Size : 4x6, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-05 Load Combinations, Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900.0 psi Fc-Prll 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 900.0 psi Fc-Perp 625.0 psi Ft 575.0 psi Eminbend-xx 580.0 ksi � Applied Loads Unif Load: D=0.0220, L=0.040 klft,Trib=10.0 ft . • � Dj0_220�0.4UL ,_ �� Des�gn Summary � _ __ Max fb/Fb Ratio = 0.635� � j .--_ _ _- _ _ ; � fb :Actual : 741.15 psi at 1.875 ft in Span#1 I Fb:Allowable: 1,167.97 psi �`� �'''�, Load Comb: +D+L+H �,� �i Max fv/FvRatio= 0.382: 1 � � fv:Actual: 68.84 psi at 0.000 ft in Span#1 `- � Fv:Allowable: 180.00 psi 3��R 4.� _ I �oad Comb: +D+L+H Max Reactions (k) D L Lr S W E H Max Deflections Left Support 0.41 0.75 Downward L+Lr+S 0.023 in Downward Total 0.036 in � Right Support 0.41 0.75 Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 1952 >360 Total Defl Ratio 1259 >360 Wood Beam Design : H Calculations pe�2005 NDS,IBC 2009,CBC 2010,ASCE 7-05 � BEAM Size : 3.5x11.875,VersaLam, Fully Unbraced Using Allowable Stress Design v�nth ASCE 7-05 Load Combinations, Major Axis Bending Wood Species: Boise Cascade Wood Grade: Versa Lam 3100 Fb-Tension 3,100.0 psi Fc-Prll 3,000.0 psi Fv 285.0 psi Ebend-�c 2,000.0 ksi Density 32.210 pcf Fb-Compr 3,100.0 psi Fc-Perp 750.0 psi Ft 2,100.0 psi Eminbend-�cx 2,000.0 ksi � Applied Loads Unif Load: D=0.0220, L=0.040 k/ft,Trib=11.50 ft �BSIQl1 SUR7/178�/ ' oazsao�uoaso> � Max fbiFb Ratio = 0.128: � fb:Actual: 392.97 psi at 2.750 ft in Span#1 � Fb:Allowabie: 3,070.51 psi I Load Comb: +D+L+H �, �: Max fv/FvRatio= 0.160: 1 � � � fv:Actual: 45J4 psi at 4.528 ft in Span#1 , � ' � Fv:Allowable: 285.00 psi ' , LOad Comb: +p+�+H fl50it 3Sx11.875 Max Reactions (k) D L Lr S W E H Max Deflections Left Support 0.70 1.27 Downward L+Lr+S 0.010 in Downward Total 0.015 in � Right Support 0.70 1.27 -- Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 6779 >360 Total Defl Ratio 4373 >360 Wood Beam Design : I Calculations per 2005 NDS,IBC 2009,CBC 2010,ASCE 7-05 � BEAM Size : 5.5x19.5, GLB, Fully Braced Using Allowable Stress Design with ASCE 7-05 Load Combinations, Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2,400.0 psi Fc-Prll 1,650.0 psi Fv 265.0 psi Ebend-xx 1,800.0 ksi Densiry 32.210 pcf � Fb-Compr 1,850.0 psi Fc-Perp 650.0 psi Ft 1,100.0 psi Eminbend-xx 930.0 ksi Applied Loads Unif Load: D=0.0220, L=0.040 k/ft,Trib=7.50 ft Unif Load: D=0.0150, S=0.0250 kift,Trib=7.0 ft � Unif Load: D=0.080 k/ft,Trib=1.0 ft Point: D=0.1920, S=0.1880 k@ 9.50 ft Design Summary � Max fb/Fb Ratio = 0.557• � '� fb:Actual: 1,265.16 psi at 10.360 ft in Span#1 II ' � , � Fb :Allowable: 2,270.17 psi t-----_-- --�------�--� ----�---- --� Load Comb: +D+L+H Max fv/FvRatio= 0.311 : 1 � --__.___._..�._ . _.__.:_� � ..._.__� .____:_.__.___ ..__�.. ____.. �._....��. _ _._� __...._._-T ' P I �, �; ' � Fv:Aliowable: 265.00 SI 21.0 ft, 5.5x19.5 Load Comb: +DBL+H si at 0.000 in S an 1 P P --- - -- ------- � Max Reactions (k) D L � S W E H Max Deflections Left Support 3.78 3.15 1.94 Downward L+Lr+S 0.352 in Downward Total 0.614 in Right Support 3.76 3.15 1.92 Upward L+Lr+S 0.000 in Upward Total 0.000 in � Live Load Defl Ratio 716 >360 Total Defl Ratio 410 >360 � Titie Block Line 1 Title: Job# You can changes this area Engineer: using the"Settings"menu item Project Desc.: and then�sing the"Printing& � Title Block"selection. ___.� ___..----_-- --------_-- ------_ __.--__ _.._..____ ___ _.._-- -----._ _--_--- ----- ----. a2�nti� Titie Block Line 6 ��med Qocr2o�z_ __ I MU�tlp�@ �J' (CYIp�@ B@a111 ENERCALC,INC.1983-2012,Build:6.12.9.16,Ver:6.12.9.16 T� , 1 o.a�:�� ;, .. . . � _—_ ---------- --------__ ----_ _--- ___ ---------. ___—-- -------- ---__ _..--- ----— Wood Beam Design : --None-- Calculations per 2005 NDS,IBC 2009,CBC 2010,ASCE 7-05 ------- — ------- ---------__--------- --- -- --- ---- - .,. BEAM Size : 5.5x10.5, GLB, Fully Braced Using Allowable Stress besign with ASCE 7-05 Load Combinations,Major A�cis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2400 psi Fc-Prll 1650 psi Fv 265 psi Ebend-xx 1800 ksi Density 32.21 pcf Fb-Compr 1850 psi Fc-Perp 650 psi Ft 1100 psi Eminbend-xx 930 ksi Applied Loads , � Unif Load: D=0.0150, S=0.0250 k/ft,Trib=4.50 ft Design Summary Max fb/Fb Ratio = Q256: � 'I � � fb:Actual: 705.47 psi at 8.125 ft in Span#1 I �_.__.___ __,- ___ �co os�eo�s�o iiza� � � Fb:Allowable: 2,760.00 psi il Load Comb: +D+S+H ; � Max fv/FvRatio= 0.111 : 1 �� -� � fv:Actual: 33.94 psi at 15.383 ft in Span#1 �s.zso e, ssx�os � Fv:Allowable: 304.75 psi ' — _— — Load Comb: +D+S+H Max Reactions (k) D L Lr S w E H Max Deflections Left Support 0.55 0.91 Downward L+Lr+S 0.186 in Downward Total 0.297 in � Right Support 0.55 0.91 Upward L+Lr+S 0.000 in Upward Total 0.000 in , Live Load Defl Ratio 1049 >240 Total Defl Ratio 655 >240 ' � ' r � � � � � � � � � Title Block Line 1 Title: Job# You can changes this area Engineer: using the"Settings"menu item Project Desc.: and then using the"Printing& � Title Block"selection. Title Block Line 6 l ��ed aoc zo�� e 3ia�s ----- ----- _ _----__-------- __.__ -------- ------ --- -- -__ _ _ __ _------� ' Multiple Simple Beam �iv ENERCALC,INC.7983-2012,Build.6.t2.9.16,Ver.6.12.9.16 � o ��:�� . ._ .. . Description _ r floor __ _—---------- --------- ---- -... _ __----------------------------- Wood Beam Design : JOIST M,. Calculations per 2005 NDS,iBC 2009,CBC 2010,ASCE 7-05 - -------------- -- ---- BEAM Size : 2x8, Sawn, Fully Braced Using Allowable Stress Design with 200916C&ASCE7-OS Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900 psi Fc-Prli 1350 psi Fv 180 psi Ebend-xx 1600 ksi Density 32.21 pcf Fb-Compr 900 psi Fc-Perp 625 psi Ft 575 psi Eminbend-xx 580 ksi � Applied Loads Unif Load; D=0.0220, L=0.040 k�t,Trib=1.330 ft Design Summarv � Max fb/Fb Ratio - 0.758: ao.ozs2s�,�ro.oss2o> 1 ' fb:Actual : 941.28 psi at 5.000 ft in Span#1 �-- -- - —' ----- � � Fb:Allowable: 1,242.00 psi �, i � i Load Comb: +D+L+H �"' Max fv/FvRatio= 0.278: 1 ��' � /.� I fv:Actual: 50.04 psi at 9.400 ft in Span#1 io.on, z,�s i Fv:Allowable: 180.00 psi ii Load Comb: +D+L+H Max Reactions (k) D L Lr S W E H Max Deflections Left Support 0.15 0.27 Downward L+Lr+S 0.158 in Downward Total 0.245 in Right Support 0.15 0.27 Upward L+Lr+S 0.000 in Upward Total 0.000 in � Live Load Defl Ratio 760 >360 Total Defl Ratio 490 >360 Wood Beam Design : JOIST GIRDER � Calculations per 2005 NDS,IBC 2009,CBC 2010,ASCE 7-05 BEAM Size : 4x8, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-05 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 � Fb-Tension 900 psi Fc-Prll 1350 psi Fv 180 psi Ebend-xx 1600 ksi Density 32.21 pcf Fb-Compr 900 psi Fc-Perp 625 psi Ft 575 psi Eminbend-xx 580 ksi Applied Loads ^ Unif Load: D=0.0220, L=0.040 k/ft,Trib=10.0 ft � �eSlqt7 SU171/li2(Y � om zzo�ro am _� , Max fb/Fb Ratio = 0.933• � ! i ! fb:Actual : 1,091.92 psi at 3.000 ft in Span#1 ; Fb:Allowable: 1,170.00 psi ' __ �� j Load Comb: +D+L+H Max fv/FvRatio= 0.489: 1 i �� I � fv:Actual: 87.96 psi at 5.400 ft in Span#1 ! U , ` I Fv:Allowable: 180.00 psi I Load Comb: +p+�+�-{ s.on,a.e Max Reactions (k) D L Lr S W E H Max Deflections Left Support 0.66 1.20 Downward L+Lr+S 0.066 in Downward Total 0.102 in Right Support 0.66 1.20 Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 1091 >360 Total Defl Ratio 704 >360 ' � i 1 1 1 1 d � ,�C � � l. ),S�� -�''�l� ��r ��j�ii�� r��i�r��i� �IV�� ;s��ti�� . , House address or lot#: ', 2 Conditioned Floor Area: 2 ��7 - Duct tester location: Pressure tap location: - Ring (if applicable): Open 1 z 3 At Rough-in (Tota) Leakage) Test Method & Test2 Calculated Sta n da rd i CFM 25 Ta rget Air Handler Present :06 X CFA< CFMZS _<6 CFMZS per 100 sf of CFA Air Handler not Present ,04 X CFA S �..CF�zs <_4 CFM25 per 100 sf of CFA Post Construction Test Method & TestZ Calculated � Standard1 CFMZS Target Air Handler Present(Tatal Leakage) .pg X CFA<_ CFMZS <_8 CFMzS per 100 sf of CFA ` Air Handler Present(Leakage to Exterior) - .06 X CFA<_ CFMZS <_6 CFM25 per 10(3 sf of CFA � 1. Test results must comply with one of the Standards optians. 2. Test CFMZS mustbe equal to or less than the calculated target. Air Leakage testing Calculator (Blower poor Test) Tested $tand8�d �a{G�i{aicu �icSi Rc�iiii CFMso ' ((/%�CFM50 X 0.055)'. (�CFA X 144)) =SLA /(.��L µ;,., 0.00030 SLA �_7��, divided by •3'/.�.�-> > = SLA . Sl.la= G��?r'f3 ��..,.�.._..�..,..._ � .._. _._.... ....._ ..... _ � L ..,..� ,� /� c..- ��Y'J� r�� '� � � �� G/ossary C�"z'"� C ��e,�� `'3'-,,� Rough�In: Afterinstaltatior�-af the complete air distribution system but befare instaildtipn of,insulatiAr�and sheet ru�k.�Allows fnr. �ccessto all ductseams and connections for re-evaluation of'seal integrity if standard is r.ct r��in intiti�!Les±: ;Pust�astrucCian:��t c�e ne�r fi�al inspert�an.:Th�e,hc�me meisl°be.compl�it��na��gh t�pr.essurize t.he.home t�25 F3a. ° _ "totaltEakage� ��grEgation o#the entire systems�f��.t ieakage in a dwr.t tes�• - . ,_ _. . __ , : Leakage to Exterior: Aggregation ofi all duct system leaks to the exterior of the CFA in�duct test. CFA: Conditioned floor area - , `J,,JN CFMZS: Cubic feet per minute of air leakage at 25 pascals of pressure CFMx,: Cubic.feet per minute c�f air leakage at S�pascals of pressure = ` Pascal(pa): Llnit af pressure SLA: Specific leakage area ��IVED APR 2 4 2013 BY: U � � N � � � � M � � � lf') +-� O L � O N � � Q � � � L � � � �+ � � � � U•V N � � � � � � s�, � � �j o >, � � U � � U E 0 � a� q � Z � � ' 0 � U � � � -� ca v� � � � � ti � � � � � � � � � omv � c, �, � � a p � � � � c.i 'v •,� L � d� � � � � � � � O � � �� T \ � �� V v � '_ � rv +' � � � � � � N ''`' •a .� � � �� > � � > � � W � � � � W � o � � L � .� � � rn �W �.� � � � � � � � Z Q � o � U z — � � �' � g � N c� � �- ° W = � � W � a M o � z �cn � 0- M Z � N W � v� N � M } � � � J � � � -� �. J � � O � V � m c� O cv Z U Q � L J � U � a� a Q U cn � � � � � �n ~ cn Z F— � � � �, O � O . . �/ N � cB f f�� G � N N � J U "a �U �� i�� Q � v�i U � F a� � z Q � � � � W � a� a� � c� �n � c ��, � � c c � � r� '� � �'`�{�'� m O O m � Q c� m � Duct testing Calculator(New Construction) �o! � �� _ __ _ _---. ___---_-- - --- _ _ _ Hous.e addcess or lot#: /52,2 S ,ry Conditioned Fioor Area: � p Duct tester location: Pressure tap location: Ring(if applicable): open 1 2 3 At Rough- otal Leakagej Test Method & Test2 Calculated Standacdi CFM� Target Air Handler PreseM .06 X CFA<_ CFM25 <_6 CFM2�.pec IOO.sf of CFA Air Handle�not Present .04 X CFA 5 CFMu <_4.CFM�.per 100 sf of CFA Post Construction Test Metfi�od-& Test2 Calculated � Standardl CFM� Target Air Handier Present{Totaf leakage) .pg X CFA 5 CFMZS S 8 CFMu per 1QO sf of CFA Air Handler Pcesent�Leakage to:Exteriorj ,p6 X CFA<_ GFM� <6 cFnnu��soo s�ofc�A 1. Test cesutts must comply�with one of the Standards options. 2. Test CFMu m�st be equal to or less than tfie calculated tacget. Air Leakage test�ng Calculator(6/a�er po.or Test) Standard Te�� Calculated Test Result C�M� ( SU CFM50 X O.U55)-:(�`�D CFA X 144))=SlA N ``� 0.0003a StA 3iS3b o = S�A . 2� divided by s�_ � 2v Glossa.ry. ��J��•� 7�9/.� Rough-1�: After instalfation of the c,c3mpteie aic distribution system but before installation of insulation and sheet rock Atlows for access to al!duct seams and cvnnections for re-evaluation o#seal integrity if standard is oot met in intitial test. Post Constructioa: At or nea�final inspection. The home must be corirplete enough to pressurize the home to 25 pa. To#al l.e,akage: Aggregatian af the entire systems duct leakage i�a duct test �� Leakage to Extecior. Aggregation.of all duct system(eaks to the exterior of the CFA In a duct test. S CFA: Conditioned floor-area �---�--- f,FM�: Cubic feet per min�,ite of air leakage at 25 pascals of pressure CFM�: Cubic feet pe�minute of air teakage at 50 pascals of pressure Paseal(paj:. tlnit of pressure SLA Specific leakage area