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20130212 Permit Pkg 05302013 �o� '� City of Yelm Permit No.: 20130212 Community Development Department Issue Date: 5/30/2013 �' (Work must be completed within 180 days) Building Division Phone: (360)458-8407 "'"s" °" Fax: (360)458-3144 Applicant: Name: FREESTONE Phone: 253-896-1300 Address: 6820 20TH ST E STE A FIFE WA 98424 Property Information: site Address: 15452 KAYLA ST SE 124 Owner: FREESTONE INC Assessor Parcel No.: 41610012400 Subdivision: CHERRY MEADOWS Lot: 124 Contractor Information: Name: FREESTONE Phone: 253-896-1300 Address: RICK CARLILE 6820 20TH ST E STE A FIFE WA 98424 Contractor License No.: FREESI''969NZ Expires: 1/24/2011 Project Information: Project: NEW RESIDENTfAL BUILDING Description of Work: LOT 124, PLAN 2080A Sq. Ft. per floor: First 1241 Heat Type (Electric, Gas, Other): GAS Second 839 Third Garage 420 Basement Fees: Item Contractor Fees NEW RESIDENTIAL BUILDING FREESTONE $16,661.97 MECHANICAL KLIEMANN BROS. $ 7g.25 PLUMBING PELTRAM PLUMBING $ 118.00 TOTAL FEES: $16,858.22 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 proposed structure is in conformity with all applicable City of #Sets of Prints: Yelm regulation ' c u �ng those governing zoning an land subdivision,and in addition,all covenants, easements an restri ns of record. If ap ing a a ontractor, I further certify that I am curr 'tly Final Inspection: registered in e ta of Was � on. Signature ' � Date � � Date: Firm By� Cit� af Y�lm (36 ) 458-84G2 REC#: 00128817 5J30/2013 3:51 P�� OPER: CO TERM: QO1 REF#: 2217 TRAN: 33.0000 BUILDING PEHMIT5 20130207 16,987.56CR FRE�STONE 15341 KAYLA 5T 5E 53 BLD-RES1 16,784.B1CR MECH 84.75CR p� 118.00CR TRAN: 33.00(l0 BUILDING PERMITS 20130208 16,702.74CR FREESTQNE 15446 KAYLA 5T E 123 BLD-RES1 16,506.49CR MECH 78.25CR PL 118.OUCR TRAN: 3;3.OU00 BUTLGING PERMIrS 2013QZU9 17,328.t�9CR FREESTON� 15381 CALLIE AVE SE 134 BL�-RES1 17,110.84CR MECH 78.25CR p� 139.QOGR TRAN: 33.00OU BUILQING PERMITS 20130210 17,044.68CR FREESTONE 15369 CALLIE AVE SE 136 BLD-RES1 16,848,43CR MECH 78.25CR p�, 118.OQCR TRAN: 33.q000 BUILGIMG PERMITS Zq130211 17,051 .18CR FREESTONE 15357 CALLIk AVE S� 138 BLD-RES1 16,848.43CR MECH 84.75C� �� 118.QOCR TRAN: 33.Q000 BUILDING PEI�MI�fS �0130212 16,$58,22CR FREESTONE 15452 KAYLA ST SE 124 BLU-RES1 16,661 .97CR MECH 78.25CR p�, 118,OOCR 1"ENQERED; 1q1,972.47 CHECK APpI_IED: 101,�72.47- CHANGE: � �O.QO YELM CPOM�O�T�76CHOOLS YELM WA 98597 Clerk: Croy Terminal: 1 Recei pt; 210419 Manual Receipt: NFREESTONE NFREESTONE FREESTONE, LLC 6620 20TH ST E SUITE A FIFE, WA 98424 5/30/2013 3;34 PM Qty Item �___.. Pri_ce_ 1 MITIGATIONTTON 3015.00 03-021/LOT 53/ 15341 KAYLA 5T SE; YELM9 1 CPF MITIGATION 3015.00 MITIGATION 03-021jLOT 123/15445 CHAD DR SE;YELM 1 CPF MITIGATION 3015.00 MITIGATION 03-021/LOT 124/ 15452 CHAD DR SE;YELM � MITIGATIONTION 3015.00 03-021/LOT 134/ 15381 CALLIE AVE SE; YE�. � MITIGATION�T�N 3015,00 03-021/LOT 136/ 15369 CALLIE AVE SE;YELM � MITIGATIONTION 3015,00 03-021/LOT 138/ 15357 CALLIE AVE SE;YELM Subtotal : 18090.00 Total ; 18090,00 Check 18090.00 2218 Change Due: 0.00 THANK YOU � 2�/30a-1 �- a �'� ,�� C�TY OF YELM RESIDENT L BUILDING PERMIT APPLICATION FORM Project Address: Parcel#: `F'��o(QQ (o�� Q� Subdivision: �ot#: oZ plan#:s'`—vLLv_I"� Zoning: �Q New Construction ❑ Re-Model/Re-Roof/Additian � Plumbing o Mechanical ❑ Mobile/Manufactured Hom n ac m�tcupat� Other Project Description/Scope of Work: t � Q Project Value: �%� r(�� Building Area(sq. ft) 1"FloorJ�� 2nd Floor�_ Garage p� Basement_________._ Carport — atio a�c� #Bedrooms'�t #Bathrooms�� Heating:�OTHER or ELECTRIC (Circle One) Are there any environmentalfy sensitive areas located on the parcel? � N yes, a completed environmentaf checklist must accompany permit application. flWE011V�'QWNEI�NAM : ADDRE S O EMAIL C�N STATE ZIP TELEPHONE '�� (o- ARC�k'�E�'�/��Q��p LICENSE# ADDRESS C�N-��hQ� STATE EMAIL �t�L � n Z�P � TELEPHONE v GENERA�CQJy�'Ft`qQTp� TELEPHONE ADDRESS 5 = C�N STATE �P EMAIL/__ �M CONTRACTOR'S LICENSE# ��—`0�'�� gq�O�� 2 EXP DATE � CITY LICENSE# PEtlMB(f��':GEIl�'�f7'A�'G� c 2D ADDR SS LEPHONE �.. C�N STAT EMAIL CONTRACTOR'S LICENSE# Z � FAX ' EXP DATE�1/ CITY LICENSE# MECF#ANI�q�C�N7'F��TQt� • ►c � � � ADDR,�SS Q .k� TELEPHONE a6 5 -p C�N ��a- STATE ' EMAtL _ CONTRACTOR'S UCENSE#_I�l,rElldgNpP�g-r EXP DATE�L ��C NSE# D Copy of mitigation agreement with Yelm Commurnty ch�ls if applicable. I hereby csrtify that ths abov�Intormatlon is correet and that th�construcUon on,and th�oecupaney and th�us�ot th� abov�describad prop�rty wlll b�In aecordanca wlth th�laws,rules and regulatlons ot th�3tat�of Washington and th• CI Im. APp►tc t's Signatur `-' � / � �wner/Contractor/Owners Agent/ ontractors Agent(Please ctrc�e one.) All perm(ta are non-transferable and will explre!f work authorized by such permtt is not begun wtthin 180 days of issuance, or If work la suspended or abandoned for a period of 180 days � _.._- �� MAY 10 �013 105 Yelm Auertut West Yelm, WA 98597 ( ,�i¢&3835 www.ct.y�lm.wa.us ( ,�• � � :•-��---a..--- 9� 39' 16` SCALE:�°=zo� � — 21' 18' &4.00 � o e ;n w i � 123 i 24 ._ � � �I I in _I 90 CY� . � �DRYWE�L � I I�'�'/ � '� � � � � _� " � _ _ _ _1_, ( �o�' � i � t8xt2� � `�~' � ° i ROOF j COV PATIO ' � � � �DRAWS i i � I � 2�.5' _ - - j � ( i I i 39, 17.5 � � I 9� 16' � j � f � � ; 2080 ;� STD ; `� � � ,w � alA� 58.80' ! � I ! �� I � � � '� � ; � ----� z ; � ' � I `° 'i '> 2 CAR � '�% � �lo � �� GARAG� PoR H 1 I � C.O. � � �I I� 16' � �� '`� { � 21.5' 5' 12.5` I�}' _ �. � � � _ � � � � � � � s�a° j' � � !+ f'� ' I,�TnNp� � � � IiQ{-�N�/\ci. � '�^. � �iZ�Yt� �b�$.�,�Jfl'.7'J -".,_ s�E£i/r / N 10'UTII ESMT � -��"�" — � 1 � '° {L o f �3�. � � G a CONC WALK 39.00 � I PLANTER 8' �`f � � ,; ��_�/ (� � cu�s 1�urr��_ '— � � ` aP��oxiMax� � � � -� ,, (L. LOCATION OF � D STREET TREE ��O { �y— (TYP.WHEN SHOWN} i �� ____._----_�--�.._...._ _ - - _._..._._._...__._..__ �� 7 GH,�D T7RIY� 5� �' �_ ��_ . ..__ � ..,. � ._ -� � ..�. NO 5'EAVE � ENCROACHM�N7 THIS LOT CONNECT 4" PVC ROO� STEP TANK EXCAVATION IN VIOLATION DRAlNS TO DRYWELL OF THE REQUIRED 5'MINIMUM SET BA t��, �=°+�-`-=��.�,�--- ��ONT P4RCH FOUNDA7'ION AND STEP TO FOUNOATION SHALL 6E 6ACKEp , � TANK LOCATION SHALL BE S7AKED OUT FILLED WITH CqF. �'��.''' � is" ��0�� OR SET BACK INSPECTION. ,' LOT 124 �_NER�Y�MEADOWS PARCEL #: 4161 p0 124 pp oN�e�: Freestone ' Ghe_ r� Meadows �.LG Lot 5aze: Pra�ect Address: 682p 20th 5t. E 5ulte A 5,873 Sq. Ft. 15452 �HA� DRlVE S� ��r�' wA q8�2�+ 253-8�i6-I�OO � I i WELLER CONSULTING ENGINEERS,P.C. 21925 8th Place W• Bothell,WA 98021 • Ph(425)488-9868 • Fax(425)486-6715• wcengr@comcast.net ; TO: City of Yelm Building Department May 10,2013 Building Official RE: Plan 2080 Weller Consulting Engineers,P.C.Job# 10-025 The previously submitted structural calculations by Weller Consulting Engineers' P.C. for plan 2080 will not be affected due to the addition of the covered patio. Please see attached calculations for the covered porch beams. �°�� (t3 Q�ay w'�9r,yc� s ��y °z;G �,.,.-- J � .r� .a� Q 4�910 � �a,- B ��' ��15-1'�-4�'�C,ti`y,`y� y Mark F.Weller,P.E. �j��A,�� Pxesident ��s o�tr25�1;'_.; �_.—_._, �° - .� ,. �;-�, i � . �,� � ��: _ I BeamChek v2009 licensed to:We!!er Consuldng Engineers,P.C. Reg#5234-65779 FREESTONE ROOF FRAMING PORCH BEAM Date:8/07/12 ! I n 3-1/Sx 10-1/2 OLB 24F-V4 DFlDF Lu=0.0 Ft i' n NDS 2005 Min Bearfng Area R1=2.3 in' R2=2.3 in' (1.5)DL Defl= 0.44 in Recom Camber=0.68 in � Beam Span 18.0 ft Readion 1 LL 900# Reaction 2 LL 900# Beam Wt per ft 7.97# Reaction 1 TL 1512# Reactfon 2 TL 1512# Bm Wt Inciuded 144# Maxlmum V 1512�i Max Moment 8803'# Max V(Reduced) 1365# TL Max Defl L/240 Tl Actuai Defl L I 248 LL Max Defl L/360 LL Actual Defl L!497 Attribufes SecGon in Shear n TL Defl in LL Defl Actual 57.42 32.81 0.88 0.43 CritiCal 29.58 7.42 0.90 0.60 Statua OK OK OK OK Ratio 52°�6 23°h 98°h 72% Fb s Fv s E si x mil Fc� si Values Reference Values 2400 240 1.8 650 Ad'usted Values 2760 276 1.8 850 Adlusbnents Cv Voluma 1.000 Cd DuraUon 1.15 1.15 Cr Repetitive 1.00 Ch Shear Streas N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stabilit�r 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:100 Uniform TL: 160 =A tJniform load A R1 =1512 R2=1512 SPAN=18 FT Un(form and partfal uniform loads are Ibs per lineal ft. BeamChek v2009 licensed to:Weller Consuldng Englneers,P.C. Reg#523465779 FREESTONE ROOF FRAMING PORCH BEAM Date:6/07/12 i ctfon 3-1/8x 10-1/2 GLB 24F-V4 DF/DF Lu=0.0 Ft ndition N�S 2005 Min Bearing Area R1=4.2 in' R2=2.0 in' (1.5)DL Defl= 0.33 in Recom Camber-0.49 in Data Beam Span 12.0 ft Reaction 1 LL 1050# Reaction 2 LL 450# Beam Wt per ft 7.97# Reaction 1 TL 2738# Reaction 2 TL 1272# Bm Wt Induded 98# Maximum V 2736# Max Moment 7384'# Max V(Reduced) 2344# TL Max Defl L/240 TL Actual Defl L/338 LL Max Defl L/360 LL Actual Defl L/>1000 AtMbu e Secdon in' Shear in TL Defl in LL Defl Actuai 57.42 32.81 0.43 0.10 Critical 32.02 12.74 0.80 0.40 Status OK OK OK OK Ratio 56% 39°k 71% 25% Fb si Fv si E si x mil Fc� si Values Reference Values 2400 240 1.8 650 Ad usted Values 2780 276 1.8 850 Adiustments Cv Volume 1.000 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1,00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Point TL Distance Par Unff LL Par Unif TL Start End B=1512 4.0 225 H=360 0 4.0 50 I=80 0 12.0 I H � Pt loads: B R1 =2736 R2��1272 SPAN=12 FT Uniform and partial uniform loads are Ibs per lineal ft. � �� =:�- ��;T ��„��,,,,��.,�T _ �,�� ;� ;-� ,�r�:�c� �� ;c _: _ �J \ 2009 I.R.G. I.R.C. SEC. R806.2 - VENIILATION THE NET FREE VENi1lATING AREA SHALL NOT BE LESS THAN t / 150 Of THE AREA OF SPACE TO BE VENT1lATED, EXCEPT THAT �l-IE AREA MAY 8E 1 / 300, PROVIDED AT LEAST 50' & NOT �IOftE THAN 80% OF THE REQUIRED VENTILAIING AREA IS PROVIDED BY VENTILATORS LOCATED IN THE UPPER PORTION , , .,:_ , OF THE SPACE TO BE VENIILATED AT LEAST 3 FEET ABOVE EAVE VENTS yyITH THE 6ALANGE OF THE - REQUIRED VENT1U1T10N PROVIDED BY EAVE VENTS AND VENTiNG RIDGES. t:�.c,irE_e�eEViF,� EAVE VENTS SHALL 8E COVERED WITH CORROSION-RESISTANT METAI MESH WITH MESH ., , _ „_ OPENINGS OF 1/4" IN DiM1ENSI0N. � :: .. ,, : . , -�: �, � - TOTAL ROOF AREA (Sq. Ft.): 2�6 � SCREENED VENT AREA (Sq. Ft. w/ AREA REDUC�ION): 0.34 ` `' REQUIRED AREA (TOTAL Sq. Ft. / 2): 108 �� REQUIRED ROOF AREA DIVIDED BY 300 0.36 REQUIRED ROOF AREA DIVIDED BY SCREENED VENT AREA �.pg TOTAL VENTS REQUIRED (ROUNQED UP): 2 ��2�� 18'-0" 1`„ GABLE W 12" RAKE iv GABLE E D IRDER TRUSS 4:12 4:12 w � ¢ m N w m a �n a � w a ° o � °� � 0 N � � O �U V m� I �h �N a� __ - _ HUC410 HANGAR(2 PLCS) 19'-0„ 6" 18'-0" 6" � 4X4 Df�2 W/ 4X4 DF�y2 W/ ACE4 & A844 ACE4 dc A84-4 PIER PAD 18"0� PIER PAD 18'0' � x 8" THK. TYP. x 8" TNK. TYP. � LL � N y N m J � � � � � ^ OPT. COVERED PATIO " � ° — ----- o `ro X � � (") f7 HUC410 HANGAR(2 PLCS) � � � '-�, � - i�-- � -,_ � �---' , �--�-' � �.: �, ;. � � � ---- -= ° =— --L= L. i � __l 9"1.��'°t t..,�� e' _ ��-o° ---- -=---- .S"� �`f/ �� .�,,�..�.. ,,� ._._��_ _ ..k., ; .;: .... __ .__........�...... Project: Pion: + � Freestone Companies �� 6820 ZOth Street E Suite A, Fife WA 984z4 Date: 253.896.1300 _ 9/14/12 www.freestonecompanies.com � Prescriptive Energy Code Compliance for Single Family and Dupiex Housing: Zone 1 � Pi�ject lnformation Contact/nformation Freestone Plan 2080 ' Freestr�ne Cam anies 682Q 2Uth St �Suite A Yelm �ife WA 98424 2�3-896-130U ; RiCk Carlil�cefl 253-381-608Q 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 andlocated in Climate Zone 1. The following forms provide much of#he 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 forthe energy code itself. To obtain a copy of the energy code, go to the following web address. http://www;energy.wsu.edu/code Glazing Wall'Z Wall• int4 Wall• ext° Slabb lo Glazing U-Factor poor 9 2 Vaulted 5 Option Area : Ceiling 3 Above Below Below Floor on %of Floor Vertical Overheadll U-Factor Ceiling Grade Grade Grade Grade R-49 or R-21 R-21 R-10 OO I 13% 034 0.50 0.20 R-38 R-38 Int.7 TB R-10 R-30 2, Adv. R-49 or R-21 R-21 R-t0 O II 25%0 0.32 0.50 0.20 R-38 R-38 Int.' TB R-10 R-30 2, Adv. R-49 or R-21 R-21 R-10 O III Unlimited 0.30 0.50 0.20 R-38 R-38 Int.� TB R-10 R-30 2, Adv. See WSEC tab/e 6-1 forfootnotes Glazing Schedule Attached to Document I � Does not apply. (SEE INSTRUCTIONS)Usin� Prescriptive Option III.All glazing � and doors meet maximum U-factor. Alternate heating size method submitted. ; O Option I or II,Glazing to floor area limit (WSEC 602J.2) i I ❑ Area weighted window,skylight or door U-factor(WSEC 602J.2) C ❑ As part of the heating system sizing calculation (IRC M1401.3 &WSEC 503.2.2) � Radiant slab: ❑ R-10 foam insulation, continuous with thermal break (WSEC 502.1.4.9) Chapter 9 Options Total of 1 Credit Reauired Opt. Opt. Description 1a Hi h Efficienc HVAC Equi ment 1 1.0 � 1b High Efficiency HVAC Equipment 2 1c High Efficiency HVAC Equipment 3 2 High Efficiency HVAC Distribution System 3a Efficient Building Envelope 1 3b Efficient Building Envelope 2 3c Super-Efficient Building Envelo e 3 4a Air Leakage Control and Efficienf Ventilation 4b Additional Air Leakage Control and Efficient Ventilation 5a Efficient Water Heating ��C��,T�+ D 5b High Effieciency Water Heating s smaii �weirng u►,�t MAY 10 2a13 7 Large Dwelling Unit 8 Renewable Electric Energy ��1200 kwh Total Credits . , 1.00 WSEC Prescriptive Worksheet(2010 edition)Zone 1 WSUEEP10-010 Copyright 2010 Glazing Schedule ` Project/nformation Contact Information Freestone Plan 2080 Freestone Companies 6820 20th St E Suite A Yelm Fife WA 98424 253-896-1300 Rick Cariile cell 253-381-6080 Conditioned Floor Area ' 2080 Sum of UA for Heating System Sizing 87.8 Sum of All Glazing Areas From Below 252 Glazing to Floor Area Ratio 42.14% 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 �"`n Feet �"°h Area Area UA Enf Fiber lass lnsulated ` IEGC ! 0.160 ' 1 3 ; fi ' 20.0 3.2 �, G�r One Exempt Swinging Door<24 Square Feet '1 2 6 ' 17.8 Sum of Glazing Area, Door Area, and UA (do not include exempt door) 20.0 3.2 Area Weighted U= UA/Area 0.16 Sum of Area and UA for Heating system size only(include exempt door) 37.8 3.2 Vertical Glazing{Windows, Glazed doors using fxception 602.6#1) Plan Component Glazing Width Height Glazing I D Descri tion Ref. U-factor Qt. Feet '"`n Feet '"°n Area UA �nt, 2 Gt�\/�n I L.ow E PW NFR� CI.32� � �^�� . � � �� 4.4 1.41 �nt 2 Gtz Vir� t Lciw:�PW NFRG t1.324 1 1 5 5.0 1.60 DN` 2 Glz Vin I Lc�w E ' NFRC fl.340 3 �;: 'S 75.0 25.50 GR 2 Vin L�w E SS SGD ;., , NFRC {1.330 1 6 °_ $, 48.0 15.84 Mbr � 2 G!z 1t�n I Low E`PW .°: NFRG Q:320 2 2`": • ` 2 10.0 3.20 Mbr 2 GIz Uin t L�w E" ; I�FRC 0.3�4a 1, 4 4 16.0 5.44 Kit 2 Glz U�n �Low� NFRC C1.34� 1 ° 3 �4 13.5 4.59 , Up ` 2 Glz�/in`I L�w E , ;;, . N�R� 0.340 ' 2 5 , .. � 4. -_ 40A 13.60 Loft 2 Glz Vin I ��w� �: • :. NFRC 0.340 2 3 5 30A 10.20 Loft 2 Ctz�/[n I Lou�E PW NFRC Q,320 2 2 2 10.0 3.20 � . � ,, z �.. ; , ,,. . �� , � � � � � _ � - _ � �e �� _ ,.,°��:��... , : . � :�� Sum of Area and UA 251.9 84:58 Area Weighted U= UA/Area 0.34 WSEC Prescriptive Worksheet(2010 Edition) WSUEEPIO-010 Copyright 2010 Overhead Glazing , Plan Component Glazing Width Height ID Description Ref. U Qt. Feet �"`h Feet �"Oh Area UA �. _ - � € � �� °, ��.. �� E �� : � �� .� � Sum of Area and UA Area Weighted U=UA/Area Doube Glazed Garden Windows Section 602.7.2 Exception Plan Component Width Height ID Description Qt. Feefi�"`n Feet '"`n Area UA Sum of Area Sum of Area X 3(This total is automatically included in the glazing area total.) Glazing UA for Heating System Size Only=Area X Q 63 WSEC Prescriptive Worksheet(2010 Edition) WSUEEPIO-010 Copyright 2010 Simple Heating System Size: Climate Zone 1 � ProjE�:f/nformation Contact Information Freestone Plan 2080 Freestone Companies 6820 20th St E Suite A Yelm Fife WA 98424 253-896-1300 Rick Carlile cell 253-381-6080 Indoor Design Temperature 70 Outdoor Design Temperature 17 Design Temperature Difference (oT) OT=fndoor-Outdoor Design Temp 53 Conditioned Fioor Area 2080 Conditioned Volume 19490 Glazing Copy Sum of UA from Glazing Schedule 88 Attic U-Factor X Area = UA R-49 0.027 839 22.7 R-38 Advanced D.026 Single Rafter or Joist Vaultetl Ceilings U-Factor X Area = UA R-38 Vented 0.027 735 19.8 Above Grade Walls U-Factor X Area = UA R-21 0.056 2252 126.1 Floors U-Factor X Area = UA R-30 0.029 1650 47.9 Below Grade Walis U-Factor X Area = UA 2' Depth Walls 0;042 3.5'Depth Walis D.041 7' Depth 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 304 Envelope Heat Load 16125 Btu/Hour Sum of UA X OT Air Leakage Heat Load 11156 Btu/ Hour ((Volume X 0.6)X eT)X:018)) Building Design Heat Load 27281 Btu/ Hour Air Leakage+Enuelope Heat Loss Building and Duct Heaf Load 1.15 31373 Btu/Hour If tlucts are located in unconditioned space:Sum of Building Heat Loss X 1.15 If ducts are located in conditioned space:Sum of Building Heatloss X 1 Maximum Heat Equipment Output 150% 47060 Btu t Hour Building and Duct Heat Loss X 1.50 WSEC Prescriptive Worksheet(2010 Edition) WSUEEPIO-010 Copyright 2010 �� . �1�iTek�i� POWER To PERFORM.'" MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: DH 101 184 Fax 9161676-1909 2080A 2-CAR The truss drawing(s)referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by ProBuiid West-Auburn, WA. Pages or sheets covered by this seal: R31409964 thru R31409972 My license renewal date for the state of Washington is August 1,2010. ��,R S, fr�,`� Q� �1�: Wr156�� }- �V _..i.t �t�. ;� i f' / J , � � r- �� k. � �"96 �� w .C�.. .r � � - �� .C> _XPIRE 8- -10 March 16,2010 Tingey, Palmer The seat on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI-2002 Chapter 2. ��;��j�D MAY 13 2013 BY; I _ YP _ _ _ . __ i b if Y 2080A 2-CAR _ _ _. _ _ �Job Truss Truss T e Q pf � + R31409964 IDH101184 1-GE COMMON TRUSS 1 1 ! '� ! i _ _ ' _ i ! i Job Reference(optional) , _ _ _ _ _ _ __ ProBuild West Aubum,Aubum,WA 98001 7.140 s Oct 1 2009 MiTek Industries,Inc. Tue Mar 16 14:38:18 2010 Page 1 ,,.. . .. 'iJ-0 t... .... .... .._... .... 5�6�0 . . ....... _.. .�_ . _.. . .. . .. 1t-0-0 ... . . . .. ._. . .. �. 12J-0 . . � iJ-0.. .-_- _.6�6�0 . ._.. .. _. . ..5-60 , _..110 s�.w=rn� a.�'' � i _.-�...... I �' + �` �`� �' - � � a � � s y,�i i , �, ' 3 � �� Y�� - � � I 5.00�i 12 � '� ' �f � / I � r i �,- 1 I � �'� � � �� , � , � � �, / ! ! , ; i ,� , � , - , , � , , � � � �- ; � I , , , � , �� , ; , � - o .� � � } ' � ��oi_ , �1 �iio� - --� - -� � � - � — _ � � � • f � � }! `� � �� r � � _, , ,� ��.,"� .X.Xx�xX.2C�n� Y ti��;<}C�>C�:xT:�i: X.�iC{}�..�C..iC..:ti�X.�}�X XX�,x}hXX�C.X X�X�Xx;��'..X.X�X_}h?i�X X�X�X��X ��;� -....� ...,.� � �, i i io e a ' ........... I 3x1 �� !I'. 2K4 ��'' h� '�.I 3x1 I �,,. . .. . . . ... . ._..... . 11-0-0 . . . ._ . . ...11 0-0.. . . _ .. _ . ... . . . . .. { .. ...... .. _ ... .. .... . LOADING(ps� ' SPACING 2-0-0 � CSI I DEFL in (loc) 1/defl Ud I. PLATES GRIP TCLL 25.0 j Piates Increase 1.15 TC 0.22 ; Vert(LL) 0.01 7 n/r 120 MT20 185/148 TCDL 10.0 I Lumber Increase 1.15 BC 0.14 II Vert(TL) 0.02 7 n/r g0 I� BCLL OA ' ' Rep Stress Incr YES i WB 0.06 � Horz(TL) 0.00 6 Na n/a i BCDL 8.0 Code IRC2006/TPI2002 (MaVix) 1 Weight:36 Ib . _ _ _ _ � __ __ __ __ ___ __ __ __ _ LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or B-0.0 oc bracing. OTHERS 2 X 4 HF Stud/Std I MiTek recommends that Stabilizers and required cross bracing i �' be installed during truss erectwn,in accordance with Stabilizer Installation guide. ___ . I REACTIONS Ail bearings 11-0-0. (Ib)- Max Horz2=-32(LC 6) Max Uplift All uplift 100 Ib or less at joint(s)2,6,9,10,8 Max Grav All reactions 250 Ib or less at joint(s)9 except 2=257(LC 9),6=257(LC 10),10=350(LC 9),8=350(LC 10) FORCES ��b)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 3-10=-270/72,5-8=-270l72 NOTES t)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;TCDL=B.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)Truss designed for wind loads in the plane of the Vuss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1-2002. 4)Gable requires continuous bottom chord bearing. 5)Gable studs spaced at 1-40 oc. 6)This truss has been designed tor a 10.0 psf bottom chord live load nonwncurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangie 3-&0 tall by 2-0-0 wide will fit belween the bottom chord and any other members. 8)This truss is designed in accordance with the 2008 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI t. 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(3� Standard �.A� S 7`t�V�� q4'� y W�.Slftt��j- 1� '•'� � � �� ,� `t� 9 ;�� `�C� � �s'SlU�\'A L.t.�C"�t EXPIRES: Q$-01-10 March 16,2010 '�., ,� WARMNG�Verij�diatgn par�meten artd RXAD HOT&B OX 7HJS MfD/NCLU!?8D OHTEJC REF6RBM;B PdGB E9I�T4TJ«r.10�'08 BFFORB US&. '.. �� ; Design valid for�se onry wiih IvLTek connecfors.ihis design is based only upon parameters shown,and is tor an individual building component. , '��., AppllcabiGfy of design paramenfers and proper incorporation of component is responsibility of building designer-not frvss designer.8racing shown �, �� i is for lateral support of individval web members only. Additlonal temporary bracinq to insure sfabi0ty during cons}r�dlon is fhe�esponsibillity of fhe � M�TQ�(, ��.. erector. Additional permanent bracing of the overall siruciure Is the responsibility ot the building designec For genaral guidance regarding �I ro.��,e�.w ! , fabncafion,quaGty control,storage,delivery,erection and bracing,consult ANSI/T►ti Qudlly Cribrlo.DS6-a9 and lCSI Bulldinp Compon�nf �� 7777 Greenback Lane,Suite 109 ' �, SaNly InformaMon ovailoble from Truss Plote Institute.281 N.Lee Slreet,Suite 312.Alexandrio,VA 223I4. ' Citrus HeigMa,CA,95610 �'. ' . . . . . . ._.... .. ._ . .. . .. .. ___... .. . . . _ ... . _ . . .. . .i. _ _ _ _ _ ',Job � Truss Truss Type i Qty Ply 2080A 2-CAR _ ` �DH101184 �1-TR COMMON TRUSS � � �I R31409965 �� ! I I 'Job Reference(optional) ProBuild West Aubum,Aubum,WA 98001 7.140 s Oct 1 2009 MiTek IndusVies,Inc. Tue Mar 16 1438:19 2010 Page 1 , s s-o >>-aa __s�-o _ _ i 5 6-0 a�a �' Sob=1 71 2 2 , ...,...,, �� .... � _ �� 500�72 '' .� ..� � , I �� : _-'" � I � �_ I ,...- I .,....\ ry i ' I , .� . 'i �-� �� . �� ..._....., I . ,. ....�_ � I ' I :.. �-� �I ' � .\ 3 � 1 ' � � � I �qi e (' � . . . . . . .. . �o I�. . . . -- � � I I I.- aR � �� r � � a `�� .�,�� ,� , . �'� 3v� v 3Yd �, ... .. . ... . 5-8-0 . . . . � .... . 11-0'0 . .. . . .� . . . . 5�-0 ... . 5-6-0 � -� . . . . _. . . . � . . - . LOADING(ps� I SPACINCa 2-0-0 CSI j DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25A ', Plates Increase 1.15 � TC 0.62 ' Vert(LL) -0.03 1-4 >999 240 ' MT20 185/148 TCDL 10.0 Lumber Increase t.t5 BC 0.33 Vert TL -0.06 1-4 >999 1 , I ( ) 80 BCLL 0.0 I Rep Stress Incr YES , WB 0.11 Horz(TL) 0.01 3 n/a Na I BCDL 8.0 � Code IRC2006lTPI2002 (Matrix) � Weight:291b _ _ . _ � _ � . _ _ _ LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORO Strudural wood sheathing directly appiied or 5-1-t oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std j MiTek recommends that Stabilizers and required cross bracing ; � be installed during truss erection,in accordance with Stabilizer � �� Installation guide. REACTIONS (Ib/size) 1=453/0-5-8 (min.0.1-8),3=453l0-5-8 (min.0-1-8) Max Horz 1=19(LC 5) Max Uptift1=-18(LC 5),3=-18(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-642/12,2-3=-642/11 BOT CHORD 1-4=0/533,3-4=0/533 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;TCDl=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gabie end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)This truss has been designed for a 70.0 psf bottom chord live load nonconcurrent with any other live loads. 4)"This Vuss has been designed for a live load of 20.Opsi on the bottom chord in all areas where a rectangie 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)This truss is designed in accordance with the 2006 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard �,�E:it . �7,V�J �e'4 c�� 'ns�r��JF.�- T /' e+ !- :71t � �� ,�,fCiO r`�`,v �4�, f�, �� S,S��N:�l,t-.N�'i EXPIRES� Q8-01-10 � March 16,2010 ,,� � WARNIN6-VesiJb desigrt nta�nmdais and RP.dD N07S8 ON 7'NI$dlm lIVCLUD:ED A9TElC REYER�iNiC6 PdG$AII/�7473 rn.10�'OH BEFORS U58. � �` : ; Design valid for use onty with MtTek connecfors.This design is based only upon parameters shown,and is for an Individual building component. �' �''�. ' AppHcabiFty of design paramenters and proper Incorporation ot componenf is responsibiGty ot building designer-not truss designer.Bracing shown � ' i is for laferal support of individual web members only. Additional femporary bracing fo insure stability dunng cons}ruction is fhe responsibilllty of the . M�Te�(� � erecfoc Additional permanenf bracing ot the overall sir�cture Is the responsibility of fhe building designec For general guidance regarding � 'o..w,>.. - '�� fobrication,quofity control,storoge,delivery,ereciion and bracing,conwB ANSI/T►II QudHy CrN�da,D56•89 and lCSI 6uildlnq Compon�ni I 7777 Greenback Lane,Suite 109 ' SafNy InformaMon available from ir�ss Plafe Institufe,281 N.Lee Sfreef,Suite 312,Alexandria,VA 22314. '�. Citrus Heiqhts,CA,958W �� I' . _ .__ . _ .. . . . � - __ _ __ _— _ ,Job Truss 'Truss TYPe Q�Y P�Y 2080A 2-CAR ' DH101184 �12-GE ICOMMON TRUSS 2 i � I: R31409966 I ; `: Job Reference(optional�_ ProBuild West Aubum,Aubum,WA 98001 7.140 s Oct 1 2009 MiTek IndusVies,Inc. Tue Mar i6 14:38:20 2010 Page 1 ,_ ��+o t _ _ �o-s-o _ _ 2i-� _ u-+� � f-a-o iavo ` _ io-s-o ' u-o SnN:1:39.6 4x�'.' 8 i�l ..-'�t�:-,.. � T di �� 9 , - � , .. ' ^1.' -..� 10 I 5 i 8 I ' S00�77 ' I I i ' I �� „ 11 � I I � �� '�. '., � / ..tt'' II I I I -I{ '� mi ./ � I_ I I 17 � ' �� 3 � � I ` I . ; '., I i � 13 I �,- I � � i I II I , I � , I I I�I � I ! ; i j �_ � , , � '� � �� ,' ��! i I � , , � � I � , � � i I ' ' � � � � � i ; � ,�, _,�'�r i I�, I� I Ix , � i , I I , I \ - �, ., �' � ' � ,. � Y � �kI I � ��I i�� '� I� �� :�` - � � ,5 � k �k�S"`?;�n".�C'�"x"X X�_.X�x x.ri�`�"�`X.k'�'iCit \.x�`,.Y'�,�,,X,�,�N�k�X-:..,'�;�:�,'xi�'�x >C.K��k��X}.'°x"iC�c x�E: K.k�,i� �,�- _ :jk��, n n ,'� - .. 3yd � 28 23 2d 23 22 21 20 19 78 1] 19 �4 .. 5ae 21-60 , . . . . 21 6 0 _ . . . . . . . . .. . . . . . . . . � Plate Offsets(X,Y): [21:0-3-0,a�-oj _ _ . T : � __ LOADING(ps� ' SPACING 2-0-0 I CSt j DEFL in (loc) I/defl L/d � PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.20 , Vert(LL) 0.00 15 n/r 120 MT20 185/148 TCDL 10.0 i� Lumber Increase 1.15 � BC 0.12 ! Vert(TL) 0.01 15 Nr 90 i BCLL 0.0 ' ' Rep Stress Incr YES WB 0.05 I Ho2(TL) 0.00 14 n/a n/a � BCDL 8.0 ; Code IRC2008/TPI2002 (Matrix) I � Weight:91 Ib _ � _ _. _ __ , LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD SVuctural wood sheathing directly applied or Cr0-0 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. OTHERS 2 X 4 HF Stud/Std i� MiTek recommends that Stabilizers and required cross bracing ! ; be installed during truss erection,in accordance with Stabilizer i Installation guide. REACTIONS All bearings 21-6-0. (Ib)- Max Horc2=-50(LC 6) Max Uplift All uplift 100 Ib or less at joint(s)2,22,23,24,25,26,20,19,t S,17,16,14 Mau Grav All reactions 250 Ib or less at joint(s)21,22,23,24,20,19,18 except 2=258(LC 1),26=340(LC 9), 16=340(LC 10),14=258(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 3-26=-258/65,13-16=-258/85 NOTES 1)Unbalanced roof live�oads have been considered for this design. 2)Wind:ASCE 7-05;BSmph;TCDL=6.Opsf;BCDL=4.Bpsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical ieft and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1-2002. 4)AIl plates are 2x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 1�-0 oc. 7)This Vuss has been designed for a 10.0 psf bottom chord live load nonco�curcent with any other live loads. 8)"This truss has been designed for a live load of 20.Opsf on the bottom chord in ail areas where a rectangle 3-6-0 tall by 2-0-0 wide wiil fit between the bottom chord and any other members. 9)This truss is designed in accordance with the 2008 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixiry model was used in the analysis and design of this truss. P,,.�F R S � �,� LOAD CASE(S) Standard �,�k�, , . ",f �� . �+`�+�' ,F, ��.4 :��v ��, f�4. �t`t' 'S!C),V A L k'C`� EXPIRES: 08-01-10 March 16,2010 �'�, � WARMN6-Veri,f�/desiga pammeten cmd RP1D NOTFS ON THIS dND INCLLmBD A918JC RF.FfiRS1�R'B P6('B DIIF 7�T3 re�.10�'08 BBFQRB USB. � 'I �� '�. Design vaGd�or use onfy wifh HL7ek connecton.ihis design Is based onFy upon parameters shown,and is for an individual building component. i '� . ApplicabiFty of design paramenters and proper incorporaiion of componenf is responsibility of b�ilding designer-nof frvss designer.Bracing shown , �, i is tor Iaferal support of individual web members only. Additional femporary bracing fo insure stability dunng consfructfon i:fhe responsibillity ot ihe '� M��Q'( ��, ��i eredor. Additional permanent b�acing of ihe overall sirucfure Is ihe responsibifity of the building designer.For general guidance regarding � .ow�w,...w•ow..- ' ! tabdcotion,quoFty conirol,siorage,defivery,erecNon and Wocing,cons�lf AN51/TPII Quallly CrM�da,DS!-E9 and BCSI Bulldiny Compoe�nf I! 7777 Greenbadc Lane,Suite 109 �� , Safsly Inlo�maMon available from Truss Plate Institute,281 N.Lee Street,Suite 312.Alezandna.VA 22314. Cilrus Heights,CA,95810 ' � . . . . .... . .. . . . _ _. . . .. .._ . . . _ . . ._. _._. .. . _. . . . .. . ... _ . . . i ; ;H101184 I2-TR _ `TrussTYPB . 'Q�Y Pb 2080A 2-CAR R31409967 i ICOMMON 118 � 1 I I I _ '� ,Job Reference(optionaq ProBuild West Aubum,Aubum,WA 98001 7.140 s Oct 1 2009 MiTek Industries,Inc. Tue Mar i6 14:3822 2010 Page 1 �-a-0 , s-a� ia9-a ,_ �s�ao zi-�o t u-�ao , 1+0 ,. . . _ . _ . _.6�1-6 . ...... _.. .. � . . N-10 1-410 � . _ .. .. 6J�8 ._ . . . . 1-40. SdN:1398 dv�' 1 I _.t��... �� II 5.00'i1Q ,.+� , ' I' ' �`� 01� 2x1� I 'i 3 . � � ..... 5 -�� i ' �. .� , ,..,� � � i � v — \ � � , � � �., i I _ � � � � , _ � � ,. �� , - - � , - , ; � - � - ;. �_, , ! "-� � '-_ ' �� , � � � ;� e �"�' � t " _ �; ��v' �'� � � � �� .; ,�� ' 'a _ . a �� a.e= s.io a.e-� , _ �0-9-0 � 2t e-o i 10-40 10-9-0 Plate Offsets(X,va: �2:aa-�2,o-�-�2L Cs;o�-i2,a�-�2�,[e;as-o,as-a]_ � LOADING(ps� SPACINCa 2-0-0 CSI i OEFL in (loc) I/defl Ud II PLATES GRIP TCLL 25.0 �il Plates Increase 1.15 ��, TC 0.51 il Vert(LL) -0.25 6-8 >999 240 MT20 185/146 TCDL 10.0 � Lumber Increase 1.15 i BC 0.80 Vert(TL) -0.60 &8 >420 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.34 ', Horz(TL) 0.07 6 n/a nla BCDL 8.0 I Code IRC2006lfP12002 ' (Matrix) Weight:72 Ib __ i __ . _ i _ LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-1 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CNORD Rigid ceiling directly applied or 10-0-0 x bracing. WEBS 2 X 4 HF Stud/Std MiTek recommends that Stabilizers and required cross bracing li be installed during truss erection,in accordance with Stabilizer I � installation guide. I REACTIONS (Ib/size) 2=1014l0.5-8 (min.0-1-11),6=1014/0-5-8 (min.0-1-11) Max Horz2=-50(LC 6) Max UpIiR2=-79(LC 5),6=-79(LC 8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1699189,3-4=-1254/45,45=-1254/45,5-6=-1699l90 BOT CHORD 2-8=-59/1488,6-8=-9/1488 WEBS 3-8=-478/119,4-8=0/660,5-8=-478/119 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable e�d zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)This Vuss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tali by 2-0-0 wide will fit between the bottom chord and any other members. 5)This truss is designed in accordance with the 2008 International Residential Code sections R502.11.t and R802.10.2 and referenced standard ANSI/TPI 1. 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE�S) Standard `�- s. rl�,c; Q°'� j4 ��'�st��t `�l- f� r� � 4 ��,,, k/ ,�s49. �,U ��`, f�S', �G�� `'S�ONA(.�'� EXPIRES: 08-01-10 March 16,2010 ', ,� WARNfN6-Verif j�design parameten artd READ N07SS ON 77l/S d!m lNCLUD.BD 6II7T6 REFF.RBNCB PAGB HII�7473 res.t0�'08 BBFQRB(ISE. :i �� ; Design valid for�se onN wifh MTek connecton.ihis design is based onN upon parameters shown,and is for an in�vidual builtling component. �I �. ��, Applicability of design paramenters and proper incorporation of component is responsibirty of building designer-not fruss designer.Bracing shown '', � '. is fo�lateral suppoA ot individual web members only. Adtlitionol femporary bracing fo insure stability during consirucfion is fhe responsibillity of the I M�TQ�(� '. erecfor. Additional permanent bracing of tha overall structure is fhe responsibility of the building designec For general guidance regarding . ', �� fabricafion,qua6ty conirol,storage,delivery,erec}ion and bracing,consuN ANSI/iPlt QudMy Crlf�da,DSB-a9 and lCSI Bulldlny Compon�M � 7777 Greenbadc lane,Suite 109 �' �� Sabiy Informaflon avaitable from Truss Plate Instifute,281 N.Lee Street,Suife 312.Alexandna,VA 22314. � '. . ..._ . . .. .. . . . . . . .. .. . . .. ... . . . I Citrus Heighis,CA,95810 �Job Truss jTnissType _ ,QH ,PIY _ 2080A 2-CAR_ _ R31409968 ' DH101184 3-GE COMMON TRUSS 1 � 1 I � i ��i i �i r � iJob Reference(optionaq_ ProBuild West Aubum,Aubum,WA 98001 7.140 s Oct 1 2009 MiTek Industries,Inc. Tue Mar 16 14:38:25 2010 Page 1 ;»-P:_ _ z�-ao _ �z-ao 4a-s-0, �+o zi-ao z�-ao _ �s o Scab=1�.73 3 5�B ' 500 1] 18 1] I � � 18 I �� 11 Ar'� 't�� 6x8-= 13 ;� I ]�, 1B ` 11 y� i � 'p Sx8� 11 " kh s I I ' �� .. 41 io �$i7�� I, �� I I Y�';�. � 9 .-_.�A i I � ,� I I i�i i i tk 23 � i �H.,` 2� � e '� �!�I J� ;'i I d,� � . .a � � � I :�� zs i i , 8 't#� I I I� ' I i ' 6 , . .. . � I� I� �� I '�r\ '.a� . n I �.�b� I�� i I I i,- - '� a _ ' i � I i '�..�I '� i' � ze � � �� i'� � �� I� . . � � � �. x � I 3 I . . � I�� .i f\. _ I �- . . � I I . I� .. . i '� . , i. . . ,. ... . ! I . r I I , i � � I� �I�. . i . � . k I . � I i � ,'I �:� I ��.�� i I �I I I�i j�. I I ., ., .�. I . . I I �I �I I i. . . i . . �.. � I� � - f'. I I . .• �'I ,�-. I �''i �� . '�w� .: � ��.�...`I�- +r k r�'�' +� �} tk tV� tP W�.. fl� kP-_ t� . � : F� �t� P� �L�- � - �t�� t� �� I .. � a I� i � I I � l i i � I y . -��.,r r'. x x. 'x, x x.zc x x..< _ tJ e ..._ , ai y_ a� �. . .�..X.X: .0 X X.`C :C X.R n t X ,{ F.:X z? li X .� ,L X X ,l X R.X eC X Y . . �...Y �t:X.X 3CX_.zC_n.X.X X X X Y X X X.X� ,.� d 3�8 80 59 SB 5I 58 55 5d 53 52 51 50 48 48 47 48 65 M 63 12 I1 � � 38 37 3g 3$ 3{ 33 3Z 3r8 3K8 Ja8 . _ . . 12�0-0 . . . . .. .. . � 42-0.0 Plate Offsets{X,Y): [71:0-3-0,0-3-OL[21:0-3-0,0-3-01 LOADING(ps� ! SPACING 2-0-0 I CSI II DEFL in Qoc) I/defl Ud f PLATES GRIP TCLL 25.0 j Plates Increase 1.15 j TC 0.15 ' Vert(LL) -0.00 31 n/r 120 MT20 185/148 TCDL 10.0 I Lumber Increase 1.15 BC 0.09 ! Vert(TL) 0.00 31 n/r 90 � BCLL 0.0 ' Rep Stress Incr YES I WB 0.12 I Hoa(TL) 0.01 30 n/a n/a BCDL 6.0 � Code IRC2006/TPI2002 � (MaVix) I� Weight:2561b . _ _ LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Strudural wood sheathing direcUy applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 HF Stud/Std WEBS 1 Row at midpt 16-46,15-47,17-45 �I MiTek recommends that Stabilizers and required cross bracing I be instalied during truss erection,in accordance with Stabilizer ' Installation guide. _ i REACTIONS Ail bearings 42-0-0. (Ib)- Max Horz2=86(LC 5) Max Uplift All uplift 100 Ib or less atjoint(s)2,47,48,49,50,51,53,54,55,56,57,58,59,60,44,43, 42,41,38,38,37,36,35,34,33,32,30 Max Grav All reactions 250 Ib or less at joint(s)2,46,47,48,49,50,51,53,54,55,56,57,58,59,45, 44,43,42,41,39,38,37,36,35,34,33,30 except 60=290(LC 9),32=290(LC 10) FORCES (Ib)-Ma�c.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Unbalanced roof live ioads have been considered for this design. 2)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever lek and right exposed;end vertical ieft and right exposed;Lumber DOL=1.33 plate grip DO1=1.33 3)Truss designed for wind loads in the plane of the Vuss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or wnsult qualified building designer as per ANSI/TPI 1-2002. 4)Ail plates are 2x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 1-4-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tail by 2-0-0 wide will fit between the bottom chord and any other members. 9)This truss is designed in accordance with the 2006 Intemational Residentiai Code sedions R502.11.1 and R802.102 and referenced `t S r standard ANSI/TPI t. `�.A�� 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this Vuss. Qp' ��'� LOAD CASE(S) Standard �`� �, � } � � � �i�� ,f i� 9(� p ��:, �'�S�ONf1[.k�� EXPIRES: OH-Qi-10 March 16,2010 � WARMNCi-Verif�dasiga pvrrm,ekcn and RPrlD N09F,S ON TNI6 AND 1NCLLlDBA 4H78K REFBHBNfB PAGS MI(�74T3 rev.10�'08 88FPRB(JSSE. '' �� ',. ,,' Design valid for use only wiih MRek connectors.This design is based only�pon paramefers shown,and is for an individual building componeni. ', �� Applicabili}y of design paramenters and proper incorporation of component is responsibility of b�ilding designer-not fr�ss designer.Bracing shown '�, I �, is for lateral support of individual web memben only.�Addi}ional femporary bracing to ins�re s}abiiity during consirvction is the responsiblllity oF fhe ' M�Te'(. �'� . erecfoc Additional permanent bracing of fhe overall structure is ihe responsibility of the building designei.For general guidance regarding , i tobrication,quaYry confrol,storage,delivery,erecfion ond Wacing,consuB ANSI/ttlt QualHy CrM�da,DS!-E9 and 6C51 Sulld�ey Compon�� , 7777 Groeobadc Lane,Suite 109 � �, Sabfy InlormaHon available from Trvss Plate Institvfe,281 N.Lee Stieei,Suife 312,Alexandria,VA 22314. Citrus HeigMS,CA,95610 '� �� .,7russ - Truss TYPe _ ._ Qry py ;2080A 2-CAR _ '�DH101184 13-SC SPECIAL TRUSS Ig � ', R31409969 ' I I I 7.140 s Oct R 2009 MiTek I dustries,Inc.Tue Mar 18 14:38:27 2010 Page 1 ProBuild West Aubum.Aubum.WA 98001 . . : . I 4+o aw� 142-10 21�0.0 i , _ _ , z�-e-a r as-so , �2-ao ��a-o� 1-40' . .. .&411. _. G1-15 � 8-9-6 .... E&8 .. ._. g-&-0 .._ _. ..... . 7 7 0 . .. 1�0 snM•i711 6z10 500 112 � 5 I ��T\, � , , � ; s.e,- �/ �� s,e �� \, i � � a % '� `� ,� a ! �\ r ' � i�� AA /�-� � ; /� �� /i ��„ —I a�a o ;,� i. V�, �� `, �� -';, d,. , �� V`� l� �;�.. /� V� , a�< �i 3 �' .- .. � . '� /�i� \\ �/ �� \ " � � i \\ \\ / �\ .. /. " w� I � \\ // \�� ,�/� � il --.. \,\/// ... I �� . `�#" - ... ��—._ BK18MT20H '� ' \ �. I m � � � — 12 1p �� Sv18 �y' \\ � y�� -r ... _ .. .. i3� -- - ��e-:- e o�. �' 2.50 `�. Z ' . ... . .. . Sx70 �'� B Y i �' 3 . I`. 3v� . � _ a 4x12� . ... �.12 V . . . 10$0 f... . . 1&3-2 . . .�.. . 28-0.{ . ..�.. 3151 �2-0-0 � 10A-0 . .. 7 9 2. 7 9-2 .. . 7 5-0 . . . .� .. .. &G12 Plate Oflsets(X,Y): [2:¢0-6,EdgeJ,[4:0-3-q0-3-4j,(6:0-4-0,0.3-OJ,[8:0-2-15,Edge),j11:0-8-0,0-3-9j,[13:0-5-0,0-2-7]_ i � . LOAOING(ps� I SPACING 2-0-0 j CSI I DEFL in poc) I/defl L/d PLATES GRIP TCLL 25.0 ' Piates Increase 1.15 ; TC 0.93 i Vert(LL) -0.69 10-71 >719 240 MT20 185/t48 TCDL 10.0 � Lumber lncrease 1.15 i BC 0.88 Vert(TL) -1.46 10-11 >341 180 MT20H 139/111 BCLL 0.0 " Rep Stress Incr YES �I Wg 0.71 , Horz(TL) 0.70 8 n/a n/a � BCDL 8.0 �, Code IRC2006/TPI2002 (Matrix) I , Weight:t71 Ib __ __ _ _ _ _ __ _ __ _ _ _ LUMBER BRACING TOP CHORD 2 X 4 OF 2400F 2.OE'ExcepY TOP CHORD SVuctural wood sheathing directly applied. 45:2 X 4 HF No.2,1-4:2 X 4 HF 1650F 1.SE BOT CHORD Rigid ceiling directly appiied or 10-0-0 oc bracing. BOT CHORD 2 X 4 HF No.2'ExcepY " MiTek recommends that Stabilizers and required cross bracing 2-13:2 X 4 HF 1650F 1.5E,8-11:2 X 6 HF 1650F 1.5E I be installed during truss erection,i�accordance with Stabilizer � WEBS 2 X 4 HF Stud/Std'Except' installation guide. � 5-11:2 X 4 HF No.2 � REACTIONS (Ib/size) 2=1896/0-5-8 (min.0-3-2),8=189610-5-8 (min.0-3-2) Max Horz2=-86(LC 8) Max Uplifi2=-114(LC 5),8=-114(LC 6) FORCES (ib)-Max.Comp./Mau.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3797/173,3-4=-3472/171,4-5=-3341/148,5-6=-5608l129,8-7=-6943/209, 7-8=-7243/213 BOT CHORD 2-13=-158l3394,12-13=-88/3305,11-12=0/2900,10-11=0/5600,8-10=-125/6711 WEBS 3-13=-458/125,4-12=-454I143,5-12=-50/603,511=-44/3358,6-11=-755/160, 6-10=-88/1115,7-10=-386/131 NOTES 1)Unbalanced rooi live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;TCDL=B.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)All piates are MT20 plates unless otherwise indicated. 4)This Vuss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Bearing at joint(s)8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of beari�g suAace. 7)This Vuss is designed in accordance with the 2006 Intemational Residentlal Code sections R502.11.t and R802.10.2 and reterenced .�F li S. " �, standard ANSI/TPI 1. p,ti` rF 4� O� ` ( �' 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the anaysis and design of this truss. 4,�, �, .!' '� LOAD CASE(S) Standard � � � ��I ��r, �f'f �l.S��,1z�'v �'�' � ��.5'��NA l.,�� EXPIRES� OS-01-10 March 16,2010 ..� � WdRNlfX3�Ve.ri,f�desiyn pcv�ametGSS ared RF1D Nt�7ES ON THIS Al�lNCLUDBD bIITfi1C REF6RhHf(•B PdGB N(t�T473 rts.!0�'08 LtBE'QR$(JSB, j �' ,. � Design valitl for�se ony with aN'Tek connecfon.This design is based only upon parameters shown,and is for an indivitlual building component ' � � Applicability of destgn paramenfers and proper incorporation of componenf is responsibility oF building designer-nof tniss designer.8racing shown �' �� is for lateral support of individual web members onty. Addiflonal femporary bracing�o ins�re stability dunng consir�cflon is the responsibilGty of the � M�TQ'( �. � erector. Additional permanenf bracing of ihe overalf sfructure is fhe responsibility ot the building designec For general guidance regarding �� . � ��., lobdcafion,quoRty conirol,stoiage,delivery,erection ond bracing,consuN ANSIRP�7 QoolHy Cdf�da,DS!•!9 and lCSI Bulldlnq Compon�M � 7777 Greenbadc Lane,Suite 109 ' �. Sahly InformaMon available from iruss Plate Insfit�fe,281 N.Lee Sfreet,Suite 312,Alexandria,VA 22314. Citrus Heighte,CA,95610 � _ _ , _ _ _ ,__ _ _ _ ,Job • ,Tn,ss ,Truss Type ,Qty Ply '2080A 2-CAR � �' i � R31409970 ' 'DH101184 13-SCA !SPECIALTRUSS '2 I, 1 j �� i ' I 'Job Reference(optional)_ ProBuild West Aubum,Aubum,WA 98001 7.140 s Oct 1 2009 MiTek Industries,Inc. Tue Mar 18 143828 2010 Page 1 ,�+-o� e-a>> _ . i4z-io z�-ao .. z�-e-s a�-s-o : �z-o-o �s-a-o, 1+0� 8-0.11 6-i-15 6-9-6 &8-8 � 6-8-6 - 7-7-0 1-{-0' Sul�=1'7�.1 Bz8 500'1� 5 e+� �4� ,, i- �\ ,.\ � � 5'9 �- Sr8;. � . \ I � . � � � � I '- f' \ n � l \, i� i � _ �� i �,-�\ / ' �� ' \ � s.e _� �� -� /� �� l� � � . A ! a � �� V�� ' `\ V� �:.:... a�� _ _ :".+�, /j � ' f'�� ;"/A'�� / `��_ %, � � �+� � �'��!/� �� : ...,. ��.-'� ..�� /!% \'�� - e�s �. -� " \ � � I� �� / �� , i , , / , i .`f . . � �� ia - - e.io � � _ � s jn �.,k'` � �� 4.e= �� s d I.... 6� ..�� .._. . . . 13 �� :.1 I " d 2 50'12 q�g� Svfi 40-0 .�. . ... 70-f 0 . .i.. 1&3-2 � 26-0-4 � . 33-5'1 . . .... �.. . 12'0-0 i 1-0-0 .. . 8-8-0 .. . 7&2 . . . . . 7 32... . 7-5-0 &&12 � Plate Offsets(X,v>: �2:o-a-ia,o-azl,[a:a�-o,o-s-a�,�s:o-a-o,o-s-o�,�e:o-s-o,0-3-6],��:o-a-o,o-a-sl i , � LOADING(ps� SPACING 2-0.0 j CSi DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 � Plates Increase 1.15 TC 0.99 I Vert(LL) -0.63 10-11 >723 240 MT20 185/148 TCDL 10.0 ! Lumber Increase 1.15 ' BC 0.81 Vert(TL) -1.32 10-11 >342 180 ' BCLL 0.0 ' � Rep Stress Incr YES WB 0.88 Horz(TL) 0.61 8 n/a n/a BCDL 8.0 I Code IRC2006ITPI2002 � (Matrix) ' I Weight:1731b LUMBER BRACING TOP CHORD 2 X 4 HF No.2'ExcepY TOP CHORD SVuctural wood sheathing directly applied. 5-6,6-9:2 X 4 HF 1650F 1.SE BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: BOT CHORD 2 X 4 HF No.2'Except' S-2-9 oc bracing:2-14. 8-11:2 X 6 HF 1650F 1.SE WEBS 1 Row at midpt 3-14 WE S 2 X 4 HF tud/ td'ExcepY i MiTek recommends that Stabilizers and required cross bracing �I 5-11:2 X 4 HF No.2 � be installed dunng truss erection,in accordance with Stabilizer i Instailation guide. , REACTIONS (Ib/size) 8=1704/0-5-8 (min,0-2-13),14=2091/0-5-8 (min.0-3-7) Max Hoa 14=-86(LC 6) Mau UpliftB=-114(LC 6),14=-184(LC 5) FORCES (Ib)-Mau.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-259I903,3-4=-1982/86,4-5=-2532/94,5-6=-4651/127,6-7=-5997/206, 7-8=-6299/210 BOT CHORD 2-14=-732I288,13-14=-17/1485,12-13=-10/2260,11-12=0/2281,10-11=0/4700, 8-10=-122/5828 WEBS 3-13=0/435,4-13=-850/32,5-12=-90/262,5-11=-4312943,6-11=-752/159, 6-10=-87/1111,7-10=-393/132,3-14=-2912/288 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.il;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DO1=1.33 plate grip DOL=1.33 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit beriveen the bottom chord and any other members. 5)Bearing at joint(s)8 considers parallel to grain value using ANSI/TPI 1 angie to grain formula. Building designer should verify capacity of bearing surface. 6)This truss is designed in accordance with the 2006 Intemational Residential Code sedions R502.11.1 and R802.10.2 and referenced .,pF,R S. "`�,�� standard ANSI/TPI 1. q�`�.��Y S � �f� 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the anaysis and design of this truss. �k �!� T �� LOAD CASE(S) Standard � � ��,� � :t.�y1i�;0 ��' � �'�S�nNAt.,�� EXPIRES� 08-01-10 March 16,2010 I � WARMN6-Yeri,jj�deyign pmamde+s med RF.AD 11K17$S ON 77LS.SIYn INCLtlDBD bHT&IC REFERBNK:B PAGB bII(�74TJ rn.20�'08 B&FQR6(ISB. ! ��,. ' Design valid for use only wifh MRek connectors.This design is based only upon parameters shown,and is for an individual building componenf. � �� ! Applicabirfy ot design paramenfers and proper incorporailon oF componenf is responsibility of building designer-noi frvss designer.Bracing shown � � '�, is for Ia�erol support of indlvidual web members only. AddiNonal temporary bwcing to insure stability dunng consfrucfion is fhe responsibillity ot ihe ! 1Te�(� I '� erector. Additional permanent bracing of fhe overall structure is fhe responsibility of fhe building designec For general guidance regard(ng '' ow�w,o•cwm�n- �. fabncation,q�o6fy confrol,sforoge,delivery,erecfion and biacing,consult ANYI/TPII Qudify Cribda,DS!-!9 ond BCSI lulldlnq Compon�nf I 7777 Greenback Lane,Suite 109 ;I Sa}�fy Informallon available from Tr�ss Plate Instifute.281 N.Lee Street,Suife 312,Alexandria,VA 22314. ��, Citrus HeigMs,CA,95810 � Job . _ Truss _ 'Truss Type _ _ aty P�Y _ 2080A 2-CAR . _ _ _ . i �DH101184 ,E-1 �Jack-Open Truss 'S 1 ' R31409971 , I ProBuild West Aubum,Aubu � I 7.140 s J�b Reference(optional) m,WA 98001 Oct 1 2009 MiTek Industries,Inc. Tue Mar 16 14:38:29 2010 Page 1 -t�-o s>>-e ��a `_ s- .e . � SpN=1210 3 �' .}n ; ...�' .E, b � � � �� —' � I F i ��d .- �� 'I — �A.,,��,; . � i „�i � 6.00�i12 / � '�, n i, � � r o � � _ � I I j 2 , ' i � � _.:�� .. I y�y. ./ �.. ... . _. . . . . .. . . . . . i ."I \4 ) ..I I 4 ' , ,� .. . . .. . . . ... . . . . � .J '. � . `. L ,�I u. I � � � � �^ I 3r�\\ y.,........, � I S11-B . .. � . 5_11.8 � Plate Offsets(X,Y): [2:Edge,0.3-0j i � �OADING(ps� SPACING 2-0.0 i CSI ; DEFL in (loc) I/deFl L/d �i PLATES GRIP TCLL 25A Plates Increase 1.15 TC 0.52 Vert(LL) -0.06 2-4 >999 240 MT20 185/148 TCDL t0A Lumberincrease 1.15 ' BC 0.71 ' Vert(TL) -0.14 2-4 >469 180 ! BCLL 0.0 " I' Rep Stress Incr YES � WB 0.00 I Ho2(TL) -0.00 3 n/a n/a I BCDL 8.0 Code IRC2006/TPI2002 � (Matrix) j Weight:161b _ i _ LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD SVudural wood sheathing direcUy applied or 5-11-8 oc purlins. BOT CHORD 2 X 4 HF Stud/Std BOT CHORD Rigid ceiling directly appiied or 10-0-0 oc bracing. I' MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer �� I Installation guide, REACTIONS (Ib/size) 3=177/0-5-8 (min.0.1-8),2=361l0-5-8 (min.0-1-8),4=44/0-5-8 (min.0-1-8) Max Horz2=87(LC 5) Max Uplift3=-51(LC 5),2=-50(LC 5) Max Grav3=177(LC 1),2=381(LC 1),4=99(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gabie end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)This Vuss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wiil fit between the bottom chord and any other members. 4)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3. 5)This Vuss is designed in accordance with the 2006 Intemationai Residential Code sedions R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard A�.�Y,12 .' T/�,�.�, Q• 'n.� .�- o . �k ��.. a" � ° � ��JF ,��c�() ,�'�`-• f', �l" ♦ -s 5� H�, �` ��)lvAi�C�.. EXPIRES: QA-Qi-10 March 16,2010 ',, � WARMN6-VeriJy ddign prnwmeten arrd RFdD MDTS6 ONTN/S Al�f1VCLGDBD AII7Ti1C RF.FERg,ry['B PAGB i$7�7473 rcv.20�'08 BBFpRS USB, � , �� Design valid for use onfy wifh MTek connecton.This design Is based only upon parameters shown,and Is lor an individual building componenf. � �• '��. Appficability of design porameMers and proper incorporaflon of component is responsibiGfy of building designer-not frvss designer.Bracing shown il � �. is for laferal support of individual web members only. Addifional tempowry bracing to insure sfaGlity during constr�ction is the responsibillify of the M�TQk. � � erector. Additional permanent bracing of fhe overall structure is the responsibility of}he bvilding designec For general guldance regarding ;i �� fobrimfion,quafty control,storage,deFvery,erecfion and brocin ,consult AN51/iPll OuWlfy Crlf�da,OS!•99 and 6CSI lulldlnq Componerd � 7777 Greenback Lane,Suite 709 � I Sd�fy InformaXon available from Truss Plafe Insfitute,281 N.lee S�reef,Suife 312,Alexandna,VA 22314. i � ' .. . . . . . ... _. .. . . . . . . . .. . _... . . .. . 'i CiWS Heighls,CA,95610 I i. _. _._ ,-___... __.. .. . _ . . ._______.. __... _ . ._ . . __... Job iTruss iTruss Type . aty 'Ply 2080A 2-CAR _ R31409972 IIDH101184 IE-2 '�Jack-Open Truss 17 1 _ ,___ __ � JobReference(optionall ' _ ____ . ProBuild West Aubum,Aubum,WA 98001 7.140 s Oct 1 2009 MiTek Industries,Inc. Tue Mar 16 143829 2010 Page 1 i..... .. il-0. . .. . . . _. ...... �'>>-Q .. . 1-1-0. .._. ,._._.._.. 3-11$. . .. _. . .,. Svl�3l4'=1' 3 i � y � � d , ,_. R\ :'__I i i� 5.00',1I . �jX J� I , i I , 1 '� I \ In� �'� ��— . �. � �� rv I I� , - n Z f� ! / / ';k, �\\ ,-, I ; _ I , ; , ,, ��a� < - —� - �i i , � `; �. - X\^ i �. , � � �� _ �� _" 3x4�� 3-11-8 i . . . . . . 3 N B .. . ... � Plate Offsets(X,Y): [2:Edge,0-3-0] � I - I LOADING(ps� ' SPACING 2-0-0 'I CSI � DEFL in Qoc) I/defl L/d PLATES GRIP TCLL 25.0 � Plates increase 1.15 TC 0.21 � Vert(LL) -0.01 2-4 >999 240 �i MT20 185/148 TCDI 10.0 I Lumber Increase 1.15 BC 0.29 i Vert(TL) -0.02 2-4 >999 180 ! BCLL 0.0 ' j Rep Stress Incr YES I WB 0.00 I Horz(TL) -0.00 3 n/a n/a ' _ � _ ' (Matrix) _ I Weight:lllb BCDL 8.0 Code IRC2006lTPI2002 LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD SVuctural wood sheathing directly applied or 3-11-8 oc purlins. BOT CHORD 2 X 4 HF Stud/Std BOT CHORD Rigid ceiling directly appiied or 10-0-0 oc bracing. ! MiTek recommends that Stabilizers and required cross bracing ibe installed during truss eredion,in accordance with Stabilizer II Installation guide. i REACTIONS (ib/size) 3=98/0.5-8 (min.0-1-8),2=284/0-5-8 (min.0-1-8),4=28/0-5-8 (min.0-1-8) Max Ho22=64(LC 5) Max Uplift3=-26(LC 5),2=-53(LC 5) Max Grav3=98(LC 1),2=284(LC 1),4=63(LC 2) FORCES (Ib)-Max.Comp.lMax.Ten.-All forces 250(Ib)or less except when shown. NOTES t)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp 8;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This Vuss has been designed for a iive load of 20.Opsf on the bottom chord in ail areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 4)Beveled plate or shim required to provide full beanng surtace with truss chord at joint(s)3. 5)This Wss is designed in accordance with the 2006 intemational Residential Code sections R502.17.1 and R802.102 and referenced standard ANSI/TPI 1. 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE�S) Standard ��[.1Z S. �.. � ��' c��w S �� 't ��- . �� J°� � ��f �,f.`f049 `� `�:,. -S S.' �L�� ` ��l�i A t,�. EXPIRES: OS-01-10 March 16,2010 ! � WARMN6-VeriJ�doige pm�nmcters artd RP.AD N07E&OX 7N/S AJm lNCLUlJBp bIITFJC RF,PF,RBN[,•B PdGB Mlf�7473 r-er.20�'08 BSFORS USB, i �� Design valid lor use only with 1vLTek connecfors.This design is based only upon parameters shown,and is for an individval building componenf. B= i �• ' i Applicabifity of design paramenters and proper incorporation of component is responsibiNty o(building designer-not fruss designer.Bracing shown � �� . is for lateral support of individual web members ony. Additional femporary bracing to insure stobilify during construction is fhe responsibilGry of the - MITek ' ; erectoc Additional permanent bracing of fhe overalf sirucfure is the responsibility of fhe building designec For general guidance regarding � .o..w+o...mw.a� ! i fobricotion,quoiry con}rol,sforage,delivery,erection ond brocing,consulf ANSI/TPI7 Qua1Ny Crif�rla,DS!-E9 and lC51 Bulldinq tompon�� 7777 Greenback Lane,Suite 709 �' SolNy InformaHon available from Truss Plate Insfitute.281 N.Lee Street Suife 312,Alexandna,VA 22314. � Citrus Heights,CA,95810 �� I . . . ...._. . .. .... . . _ . .._. . .. ..... . . . . . . .. ._ . . . . . I. �� _ _ ._ ___ _ _ _ _ _ _ _ _ __ __ _ __ _ � . � �p Za m D � * � ', ',' .`—:'� \ c D rn -p D o � y � ' ' �o v'� Z D x T �� y m �" � N � � �, .. 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WELLER CONSULTING ENGINEERS, P.C. 21925 8th Place W• Bothell, WA 98021 • Ph(425)488-9868 • Fax(425)486-6715• mark.weller@verizon.net TO: City of Yelm Building Department July 14, 2010 Plans Examiner RE: Plan 2080 Weller Consulting Engineers, P.C. Job# 10-025 The previously submitted structural calculations by Weller Consulting Engineers, P.C. for plan 1494 will not be affected due to the change from the 2006 IBC to the 2009 IBC. This plan may be used as a"basic"plan on any lot in Yelm by Freestone only provided that the site does not exceed the following criteria. Wind speed 85 mph—3 sec gust Exposure C Seismic Category D Snow Load 25 psf The cover sheet provided by Weller Consulting Engineers, P.C. does not have to be an original. Weller Consulting Engineers, P.C. assumes full responsibility for the structural design. In addition, Weller Consulting Engineers, P.C. has reviewed the truss calculations provided by MiTeck Industries. The structural design provided by Weller Consulting Engineers, P.C. will conform to the requirements of the truss calculations. "?/�¢�/,� Q'y°' w"s,,�� e r �� °�� G BY� R�'�''��ED �°.� 409i0 Mark F. Weller, P.E. o .t��j�a�,o ��,�' President M�Gi' p 3 2013 ��NAL��G,� B�Y:_.�.--- E��a d4/25/ �.� _. :----._.._ , .r� STRUCTURAL DESIGN FOR PLAN 2080 OLYMPIA, WASHINGTON NOTE: This stamp applies to the members and assemblies described in these calculations only and is only valid if it is a wet stamp. 3 � ► � . `� w� Q`� o'� '�Hi �Z �� r ~c� �� A 40910 � . �4�,'��'c,sre�`�o �w� ��n►�t,t��'. f��s 04/25/ 1� � WELLER CONSULTING PROJECT NO. 10-025 21925 8TH PL W DATE 03/17/10 BOTHELL, WA 98021 PREPARED BY Mark Weiler, P.E. (425)488-9868 (425)486-6715 FAX . � DESIGN CRITERIA PER THE 2006 INTERNATIONAL BUILDING CODE EARTHQUAKE PER SECTION 1614 Design Per ASCE 7-OS Section 12.8 Equivalent Lateral Force Procedure Base Shear: V=CS * W CS=Seismic Response Coefficient W=Effective Seismic Weight Site/Project Specific Design Values: SS= 1.25 per USGS S� =0.40 per USGS Site Class D (Default) Seismic Design Category D R=6.5 from Table 12.2-I I W= 1.00 CS=0.1282 per Section 12.8.1.1 WIND DESIGN PER SECTION 1609 (Allowable Stress Design) Design per ASCE 7-OS Section 6.4 Desiga Wind Pressure: PS=�. * IN, * PS3o where: �.=Exposure Factor KZT=Topographic Factor [W=Importance Factor PS�a=Base Design Pressure Site/Project Specific Values: Basic Wind Speed=85 mph(V3s) �= 1.40 Exposure "C" (<30') KZT= t.00 [W= I.00 PS30=see ASCE 7-05, Figure 6-2 STANDARD DES[GN INFORMATION The information described below is to be used unless otherwise noted on the plans WOOD DESIGN per Sections 2301 &2301.2.1 Allowable Strength Design when applicable;per 2308 Conventional Light-Frame Consriuction MINIMiJM NAILING REQUIREMENTS per Tabte 2304.9.I ANCHOR BOLTS: 5/8"�x (0", A307 or better,w/7"min. Embedment. V= 1328#/bolt CONCRETE DES[GN per Chapter 19&ACI 3 l 8-OS Concrete: f�=2500 psi Rebar: fY=40,000 psi MISCELLANEOUS HARDWARE SIMPSON Strong-Tie Connectors or equal . � SHEAR WALL SCHEDULE (SEE 2006 IBC table 2306.4.1 &Section 2306.4.1) All shear wal(s to be sheathed from top plate to bottom plate.Block all panel edges. Nail spacing is for all panel edges. Space nails @ 12"o.c.along intermediate framing members. SW-6 v=260 ptf 7/16"OSB, w/8d(0.113"Ql)nails @ 6"o.c. Anchorage(interior walls only)to SINGLE joist or blkg below: 16d(box)@ 6"o.c. SW-4 v=350 pif 7/16"OSB,w/8d(0.113"0)nails @ 4"o.c. Anchorage(interior walls only)to SINGLE joist or blkg below: 16d(box)@ 4"o.c. SW-3 v=490 plf 7/l6"OSB,w/8d(0.113"PJ)nails @ 3"o.c. Anchorage(interior walls only)to 4x(min.) BEAM or blkg below: 16d(box)@ 3"o.c. NOTE: use min 3" nominal studs @ adjoining panel edges SW-2 v=640 plf 7/16"OSB, w/8d(0.113"Q1)nails @ 2"o.c.(staggered) Anchorage(interior walis only)to 4x(min.)BEAM or blkg below: 16d(box)@ 2"o.c. NOTE: use min 3" nominal studs @ adjoining panel edges The shear values above are based upon the use of 8d box nails with a full head,a shank diameter of 0.113",and a minimum penetration of 1.375". From Table 2306.4.1 use 15/32; 8d values with a 0.729 reduction for Hem-Fir& 1.4 increase for wind. 16d C�16"O.C. SHEAR WALL EDGE NAILING RIM J015T � LOCATE SHEAIHING JOfNt l�COMMON MEMBER SHEA� TI��NSFEf� C� EXTE�IOf� WP�LL DET�IL . • L� � � # � � � � � N N N '� 1� c�0 p�j � N � N � 00 O �t tD r N M Z M � e� tfj O � E'- � �k O II II II � O � II II � � � � � N � n n � a a ►� n. a i: � n a Q Wo o W o o �� o o ° = r' � N c/) + + U o o N ° ° � N w �n o � `- � � � �k �k �k Q iv ia N m � � o�i � v W � � !-� � � ~ Z U (n (A N N �A 0 (n (n (n � Q � r. 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J � � � l � . - - -- - - -- - �� L5 : � I i Ii � � � I� �°+ OPT. BEDROOM � LOf T I� � , 4, iz'- y_.. �� . i� �-, �-_-- i �r� � �� (A.. I '/1�..,h. ' —r— ,i �� : � ; � ; ; � I i� s.� I �� I � % I� Q ��vtys� �V� i �'�� ' Lwc.� s�a/ 6ATH � I� ic I uA �J R�S —f � I �CL_Kis ', u� i ' �-' �•� �4 " j L L'S/z" t ~ 5�-fi" 'b7' 3�•1" w��a O BEDROOM g�� Sv�iw Z � O �� i _ _ FtoMT sotio xo _ _ � _. — s�c1'�{� �1-�^ s��_�. s��(.�- �, �, 3 3 O1 CS16 TO WALL BELOW O2 CS16 TO HEADER BELOW O3 CS16 TO RIM BELOW O4 CS16 TO BEAM BEOW NOTE: ALL EXTERIOR WALLS & GABLE ENDS TO BE SW-6 U.N.O. UPPER FLUOR SHEAR WALLS . �.' � � � ---- ��-_ -� --- ------ � �� . Iz L� i I ""S. � . r ' � ! !I _ - � Co i ! "' �;, � � M.BEOROOM �j � il �p GREAT R � �` Co Z u"rr�' �� ,,� I �i �.�o... � _i,c�,si y4 I I � ��,.., i...�r � f-lE✓Pf�pJ P , � . .-�� AC ESS ��SPACE o �, I �„o„�, �'--� P � �.i...... ST H�t�2--T, T`4°. "' � th � C t 5� Czi�Q.' � ,�w �� ; O �� ; ' �; � —� xo�5 � t c� I; L ., �5'F3' ^ i yp14� ��rcnp- .� �n� t Q.S �� n---� —t— MOOK -- J,..�,, 91O v...y„ ; 1 i r, R�,,,eu cf-r:+ — — — BATH � i 'OKM i. ,,\J vws.� � � „ � O ��- JI IB' v�-�� R � I �� uw.t.� �� '� � � q �j � �l S.N.� ' \ a<,••BA ��% KffCHEN � ` bvlL � _.._. _. _ ... . � � ' --, � i�.c; � Sla.l- �0 5 � ( i ° ._ � �✓ I � � 5 � � i i (p �.. ' S-5 4, I p � i ! ----- --+ .k I I � a-� v PROVIDE COMBUSTION AIR --f a�^ I ! TO ALL GAS FIRED GARAGE \ I, 1 O O `W � ' APPLIANCES PER Mt702 8 M1703 / 2` iP dS� DK P.,.rf (qp�f 5 ..t ..).�D �. i ' T..b , , i , 9 z� 5_-0�_� ,.,o.. Or'T. G4R4GE ENTRY '� -' �� 64RAGE ;� �JL � � �/� I i , -.- — — — -- -- � i✓. `�ou :,o V' � i' DINING�Dfi,+aFr �` P`• ' j ' � c�per � � �` � �y PROVIDE(1)LAYER Sl8'TYPE-X .S � � � I GW8 ALONG ALL'WARM'WALLS ANO � —t- I (1)LAYER AT CIG.(1)UYER X'GW3 , io� , . S i ��/J��/ ` �tf� , i � REOUIRED ON ALL WALLS SUPPORTING � 7 A SECONO STORY PER IBC SEC RJ09 2 � � '� t� . �� ' ��.� �.��.� � � �G � D. L-'x�2.+��. /"�`Vi��Y ��----- �,1'T_ � sw-3 sw-3 Sw • `+- � -4 O1 ADD CS16 RIM TO RIM O2 ADD(4)A35 RIM TO WALL TOP PLATE O3 ADD CS16 BEAM TO WALL TOP PLATE 4Q EXTEND GARAGE DOOR HEADER TO CORNER, PROVIDE NAILING PER DETAIL B O5 ADD (3)A35 TO CORNER, SEE DETAIL C O6 A HTT22 HOLDOWN MAY BE USED IN LIEU OF THE STHDIORJ HOLDOWN, SEE DETAIL D O7 A HTT22 HOLDOWN MAY BE USED IN LIEU OF THE STHD10 HOLDOWN, SEE DETAIL E NOTE: ALL EXTERIOR WALLS TO BE SW-6 U.N.O. MAIN FLOOR SHEAR WALLS _� _ - � r 4 � � � - - — � - - _ - b L� ' � I ' 2I I1 � A � � � � I � � I ° I _S--r�-��o�I', �P. /�� I �� . _ I ��s� �-e � ��- —£�- -�-- - I � ' �.-- —�� —�O � � i �_ _---_-_ � , � � �-- — - - — - ° � -__— — — — - — �--$' � -�- ' � �e�qc�o� Fat F�,w !/' �., I I I I _ I � I I _ ( ' o'/z--� , I I �) I + � � ( � I � i I � � � � I . �� °T- "�. � � � I � � �i �— — - - -—I � � I � I �_ — -- ---- ,— I -- -- i � I ST� ��o�i�P. � � o� � P I '_ I I ' I— �4) (ZE�Q.' ,-J -__.��t - --- - - - - - - - - -- e ��:. , Z -- - - 3 � � �� ,, �� .0" 2�,,2�� ,;.,.. � ,�-,,Z.. �...;� ,L.;o.. ; _._ ..__ . . � _ _. . ._ . . _ . . . ___.. �.__..._. _- __.__ "- _.._ . _ . .__. ...__J a9,�.. Z z ' 1O A NTT22 HOLDOWN MAY BE USED IN LIEU OF THE STHD10RJ HOLDOWN, SEE DETAIL D O2 A HTT22 HOLDOWN MAY BE USED IN LIEU OF THE STHD10 HOLDOWN, SEE DETAIL E NOTE; USE 5/8" � ANCHOR BOLTS W/3" x 3" x 1/4" WASHERS (a� 5' 0" O.C. U N O OA (6) 5/8"A.B. REQ'D FOUNDATION PLAN WELLER CONSULTiNG JOB NAME PLAN 2082 • � ENGINEERS, P.C. JOB NUMBER 10-025 PREPARED BY MW DATE 3/ l7/ 10 SHEET NO. �—� OF l.`i 21925 8TH PL W• BOTHELL, WA 98021 PH. (425)488-9868• FAX(425)486-6715 TKU55E9 PER PLAN WINDOW/DOOR tOd @ 6"O.C. FRAMING ROOF SHEATHING WINDOW/DOOR HEADER VENTED BLOCKING PROVIDE (2) ROWS OF Ht @ 24"O.C. Sd @ 2"D.C. SHEAR WALL TO HEADER DETP�IL /� �-- _ � W _ � J Q � � Q W S � W > � U W LL Lt. W DETP�IL B , WELLER CONSULTING JOB NAME PLAN 2082 ' ENGMEERS,P.C. 10B NUMBER 10-025 PREPARED BY MW DATE 3/ 17/ l0 SHEET NO.C�'`l OF �--`1 21925 8TH PL W• BOTHELL, WA 98021 PH.(425)488-9868• FAX(425)486-6715 (2)2x_HF#25TUD5 HTT 22 HOLDOWN EXTERIO(Z WALL 55T616 16d @ 16"O.C. A35 PER I'LAN RIM J015T W/50LID BLOCKING 16d @ 16"O.C. SILL PLATE Sd @ 4"O.G. (PLAN VIEW) DETAIL C a a a a a � a a �, a a a a a e (2) 2 x_NF #2 5TUD5 D ETA I L D HTT 22 HOLDOWN 55tB16 f'.t. SILL PLATE a ° ° a a a � a e a a a a 0 DETAIL E . _� _ v� � �_ _ - _ � , , ; I _ _ , : , , , , , � � � -_ � � � i � : � - __ _ _ ; : , R�or.c I H�p r'A..�+�6s —�---- ----- I I I ��o,�1 � ; ' , � �' I � : , �- , , , -� � j i � i � I I °b��. � � i � ----- � � � I �•il I QIO — �rn(. i I ��tfy 4 I _-__ ' ___'— . .. � ��b � I '�. I � � i � _— ___" '_. � _—."-_ I � �; � .� � I � I , - ---- _--- � I , � , � __ � � � � ; , i , � - - -- __ ----- ; , , � I � '. .. _ . _.. ..... . . . J—.�.�__- "_ . __.-�'—.—� i ___"" � ._.. -. - "'_ _.____-'_ , . "_.__.._ ` � -- 'I I � ' � I i II � � ��r— I I � i � I I I I � ' ' � I , � � _ �- ' _�'}- I � I . I I -- � i ; ,' i ; � ; i , i ; I� I ; :� � � � � �- + � � � ! � __ � �..T� I DESIGN LOADS: ROOF DL = 15 PSF LL = 25 PSF ENGINEERED TRUSSES BY TRUSS MANUFACTURER BEAMS: NOTE:PROV/DE(2) 2 X POST Caa ALL H/P MASTERS NOTE:PROV/DE(2) 2 X POST 8 G/RDER TRUSSES U.N.O @ ALL BEAMS U.N.O. B1: 4x10DF #2 HEADERS: 4 x 8 DF #2 U.N.O. NOTE:PROV/DE(1) 2 X TR/MMER @ ALL HEADERS U.N.O H1: 4x12DF #2 H2: 31/8 x 12 GLB (24F-V4) H3: 4x10DF#2 H4: 4x10DF# 2 ROOF FRAMING PLAN (ELEVATION A) . � UZ —-- , -- � � � — � � , ( ; �`� N,� .�nt�i .. I � I ..__._.._.___-__.._.__._i- I � __— _ _ I � ----- � ----_ . ' — I � -__.__._ . .._ I .. � - I - ' I � _ _ _ i --- — — NIP ir�w�.ffl I � __""_____—____ I i i _ �� I ; . , I 1 1 I -. I ` j i ._"___._ "__. ...__'_— 1 i i O I j I i �. ! I � i I + —__ -- �— � � � �------ _ �r,si• --------� I � ( v I� �et.� — � —'i �." -- � I i ;'� j; 1 � '! � i � i f `'� H, i � ,� u,p ��s.ee i !� i S � �, II i _ i i I i � I --- I i I I — ---— ' i I��i I j i i . I � J. i �,.o�� ; � ' ; i —�I ; ' i I — �. i_ � � � -- � � , � � DESIGN LOADS: ROOF DL = 15 PSF LL= 25 PSF ENGINEERED TRUSSES BY TRUSS MANUFACTURER BEAMS: NOTE:PROV/DE(2) 2 X POST(a�ALL H/P MASTERS NOTE:PROV/DE(2) 2 X POST & G/RDER TRUSSES U.N.O @ ALL BEAMS U.N.O. B1: 4x10DF # 2 HEADERS: 4 x 8 DF #2 U.N.O. NOTE:PROV/DE(1) 2 X TR/MMER �ALL HEADERS U.N.O H1: 4x12DF # 2 H2: 31/8 x 12 GLB (24F-V4) H3: 3 1/8 x 9 GLB (24F-V4) H4: 4x10DF # 2 R04F FRAMING PLAN (ELEVATION B) � -- ,_._. -- �/3 . � ' I _ i � � �I � � °� i � �I J �� N �_ �. ,r �' � � . . � o-y I a ; ;� � — —— —_ � � I I �fw�s I i � — — � I I � I � I i, �i �,� - � � � �; � t � i � -; � t � � � � , i �I I � ' ' til i �---� I , , � � � �; G��cz. � ; G� I I ' ��1 � �I I� _ ' - , ---� _ -- � ----- ----�-¢.L� 'I ��--- �i � ---- - -__ _ _--- --�_ � --� .--- DESIGN LOADS: FLOOR DL = 10 PSF LL =40 PSF JOISTS: 2 x 12 HF#2 Ccr� 16" O C COLUMNS: NOTE:PROV/DE LUS28 HANGERS Ca� C1: (3) 2 x 6 HF # 2 ALL FLUSH FRAMED ENDS C2: 6 x 6 DF #2 W/AC6 �AB66 HEADERS: 4 x 8 DF #2 U.N.O. NOTE: PROVIDE (2) ROWS OF 1/4" x 4 1/2" SDS NOTE:PROVJDE(1) 2 X TR/MMER SCREWS @ 16" O.C. LEDGER TO RIM AT ALL @ ALL HEADERS U.N.O TRUSS LEDGER CONNECTIONS BEAMS: NOTE: PROVIDE SOLID FRAMING NOTE:PROV/DE(2) 2 X POST IN JOIST SPACE TO FOUNDATION @ ALL BEAMS U.N.O. FOR ALL PT. LOADS ABOVE 82: (2j2x10HF #2 63: 51/8 x 18 GLB (24F-V4j B4: 51/8 x 13 1/2 GLB (24F-V4) UPPER FLOOR FRAMING PLAN T —�-- . _. ..._ ._ _. _... __ — _ ' ' I � - - - --� � -- - V`�` I � � � � � � � i � �. � - � i ---F-�-�}. -�- - _ � � I �-° ► , i �-- �. __ _ _ __ _� � � i � - - - - -� � , i 0 � - - - _ ___ - -� � -E�-- ' I I � �� . F� F�, i _ I I � I I I I R�-o'/x_� I I I I ( I I � � � � � � � I i , _�� - -�}-- �--- -�;, � i , � , � , , � �- - - - _i � ► ' I i _ _ _ _ ! � �— , I o; __ __ , — ; � � _ _ _ _P. __� � � i_ ; - �e d i�"lh° �� j z'-7/z- ; .� ii-r�. _— _ � -- � - --�--> < — ------- , J 9 n' DESIGN LOADS: FLOOR DL = 10 PSF LL =40 PSF JOISTS: 2x10HF # 2 (c� 16" OC NOTE:PROV/DE LUS28 HANGERS (c� ALL FLUSH FRAMED ENDS BEAMS: 4 x 10 DF#2 U.N.O. NOTE:PROV►DE 4 x 4 POST @ ALL BEAMS U.N.O. PROVIDE 4 x 6 POST @ ALL BEAM SPLICES U.N.O. B5: (2) 2x10HF #2 NOTE: PROVIDE SOLID FRAMING IN JOIST SPACE TO FOUNDATION FOR ALL PT. LOADS ABOVE MAIN FLOOR FRAMING PLAN , v� BeamChek v2009 licensed to:Weller Consulting Engineers, P.C. Reg#5234-65779 PLAN 2082 ROOF FRAMING GT1 (FOR REACTIONS ONLI� Date:3/16/10 Selection 3-1/8x 12 GLB 24F-V4 DF/OF Lu=0.0 Ft Condifions NDS 2005 Min Bearing Area R1=2.0 in' R2=2.0 in2 (1.5) DL Defl= 0.36 in Recom Camber=0.54 in Data Beam Span 20.0 ft Reaction 1 LL 750# Reaction 2 LL 750# Beam Wt per ft 9.11 # Reaction 1 TL 1291 # Reaction 2 Tl 1291 # Bm Wt Included 182# Maximum V 1291 # Max Moment 6456'# Max V(Reduced) 1162# TL Max Defl L/240 TL Actual Defl L/346 LL Max Defl L/360 LL Actual Defl L/721 Attributes Section in' Shear in TL Defl in LL Defl Actual 75.00 37.50 0.69 0.33 Critical 28.07 6.32 1.00 0.67 Status OK OK OK OK Ratio 37% 17% 69% 50% Fb si Fv si E si x mil Fc� si Values Reference Values 2400 240 1.8 650 Ad'usted Values 2760 276 1.8 650 Adiustments Cv Volume 1.000 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:75 Uniform TL: 120 =A Uniform Load A R1�91 � R2= 1291 SPAN=20 FT Uniform and partial uniform loads are Ibs per lineal ft. � vs BeamChek v2009 licensed to:Weller Consulting Engineers, P.C. Reg#5234-65779 PLAN 2082 ROOF FRAMING GT2(FOR REACTIONS ONLI� Date: 3/16/10 Se%ction 3-1/8x 12 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2005 Min Bearing Area R1=2.1 in' R2=2.1 inZ (1.5) DL Defl= 0.48 in Recom Camber-0.72 in Data Beam Span 21.5 ft Reaction 1 LL 806# Reaction 2 LL 806# Beam Wt per ft 9.11 # Reaction 1 TL 1388# Reaction 2 TL 1388# Bm Wt Included 196# Maximum V 1388# Max Moment 7460'# Max V(Reduced) 1259# TL Max Defl L/240 TL Actuat Defl L/279 LL Max Defl L/360 LL Actual Defl L/581 Attributes Section in' Shear in' TL Defl in LL Defl Actual 75.00 37.50 0.93 0.44 Critical 32.44 6.84 1.08 0.72 Status OK OK OK OK Ratio 43% 18% 86% 62% Fb si Fv si E si x mil Fc � si Values Reference Values 2400 240 1.8 650 Ad'usted Values 2760 276 1.8 650 Adiustments Cv Volume 1.000 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stabiliry 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:75 Uniform TL: 120 =A Uniform Load A � Q R1 = 1388 R2= 1388 SPAN=21.5 FT Uniform and partial uniform loads are Ibs per lineal ft. v� BeamChek v20091icensed to: Weller Consulting Engineers, P.C. Reg#5234-65779 PLAN 2082 ROOF FRAMING GT3(FOR REACTIONS ONLY) Date:3/16/10 Selection 5-1/8x 21 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2005 Min Bearing Area R1=4.7 in= R2=4.7 in= (1.5) DL Defl= 1.00 in Recom Camber=1.50 in Data Beam Span 41.5 ft Reaction 1 LL 1556# Reaction 2 LL 1556# Beam Wt per ft 26.15# Reaction 1 TL 3033# Reaction 2 TL 3033# Bm Wt Inctuded 1085# Maximum V 3033# Max Moment 31464'# Max V(Reduced) 2777# TL Max Defl L/240 TL Actual Defl L/293 LL Max Defl L/360 LL Actual Defl L/709 Aftributes Section in' Shear inz TL Defl in LL Defl Actual 376.69 107.63 1.70 0.70 Critical 154.87 15.09 2.08 1.38 Status OK OK OK OK Ratio 41% 14% 82% 51% Fb si Fv si E si x mil Fc1 si Values Reference Values 2400 240 1.8 650 Ad'usted Values 2438 276 1.8 650 Adiustments Cv Volume 0.883 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL: 75 Uniform TL: 120 =A Uniform load A 0 Q R1 =3033 R2=3033 SPAN=41.5 FT Uniform and partial uniform loads are Ibs per lineal ft. v� BeamChek v2009/icensed to: Weller Consulting Engineers, P.C. Reg#5234-65779 PLAN 2082 ROOF FRAMING GT4(FOR REACTIONS ONLI� Date:3/17l10 Selection (2)2x 8 HF#2 Lu=0.0 Ft Conditions NDS 2005 Min Bearing Area R1= 1.7 in= R2= 1.7 in2 (1.5) DL Defl= 0.20 in Data Beam Span 11.0 ft Reaction 1 LL 413# Reaction 2 LL 413# Beam Wt per ft 5.29# Reaction 1 TL 689# Reaction 2 TL 689# Bm Wt Included 58# Maximum V 689# Max Moment 1895'# Max V(Reduced) 613# TL Max Defl L/240 TL Actual Defl L/330 LL Max Defl L/360 LL Actual Defl L/663 Attributes Section in' Shear in TL Defl in) LL Defl Actual 26.28 21.75 0.40 0.20 Critical 19.39 5.33 0.55 0.37 Status OK OK OK OK Ratio 74% 25% 73% 54% Fb si Fv si E si x mil Fc� si Values Reference Values 850 150 1.3 405 Ad'usted Values 1173 173 1.3 405 Adiustments CF Size Factor 1.200 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL: 75 Uniform TL: 120 =A Uniform Load A R1 --�689 � R2=689 SPAN= 11 FT Uniform and partial uniform loads are Ibs per lineal ft. vg BeamChek v2009/icensed to:Weller Consulting Engineers, P.C. Reg#523465779 PLAN 2082 ROOF FRAMING TYPICAL HEADER Date: 3/17/10 Selection 4x 8 DF-L#2 Lu=0.0 Ft Condifions NDS 2005 Min Bearing Area R1=0.8 in2 R2=0.8 in' (1.5) DL Defl= 0.01 in Data Beam Span 5.5 ft Reaction 1 LL 309# Reaction 2 LL 309# Beam Wt per ft 6.17# Reaction 1 TL 512# Reaction 2 TL 512# Bm Wt Included 34# Maximum V 512# Max Moment 704'# Max V(Reduced) 399# TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section in') Shear in2 TL Defl in LL Defl Actual 30.66 25.38 0.03 0.01 Critical 6.28 2.89 0.28 0.18 Status OK OK OK OK Ratio 20% 11% 9% 7% Fb si Fv si E si x mil Fc� si Values Reference Values 900 180 1.6 625 Ad'usted Values 1346 207 1.6 625 Adiustments CF Size Factor 1.300 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL: 113 Uniform TL: 180 =A Uniform Load A R�2 � R2=512 SPAN=5.5 FT Uniform and partial uniform loads are Ibs per Iineal ft. V� BeamChek v2009 licensed to: Weller Consulting Engineers, P.C. Reg#523465779 PLAN 2082 ROOF FRAMING H� Date:3/17/10 Selection 4x 12 DF-L#2 Lu=0.0 Ft Conditions NDS 2005 Min Bearing Area R1=2.8 in' R2=5.5 in2 (1.5) DL Defl= 0.11 in Data Beam Span 8.5 ft Reaction 1 LL 671 # Reaction 2 LL 1704# Beam Wt per ft 9.57# Reaction 1 TL 1722# Reaction 2 TL 3450# Bm Wt Included 81 # Maximum V 3450# Max Moment 6844'# Max V(Reduced) 2635# TL Max Defl L/240 TL Actual Defl L/625 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section in' Shear in TL Defl in LL Defl Actual 73.83 39.38 0.16 0.05 Critical 72.14 19.09 0.43 0.28 Status OK OK OK OK Ratio 98% 48% 38% 18% � Fb si Fv si E si x mil Fc I si Values Reference Values 900 180 1.6 625 Ad'usted Values 1139 207 1.6 625 Adiustments CF Size Factor 1.100 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Point TL Distance Par Unif LL Par Unif TL Start End B= 1291 4.5 50 H=80 0 4.5 538 I =860 4.5 8.5 I H Pt loads: QB R1 --�1722 � R2=3450 SPAN=8.5 FT Uniform and partial uniform loads are Ibs per lineal ft. V�4 BeamChek v2009/icensed to: WellerConsulting Engineers, P.C. Reg#5234-65779 PLAN 2082 ROOF FRAMING H2 Date: 3/17/10 Selection 3-1/8x 12 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2005 Min Bearing Area R1=2.0 inz R2=2.3 in2 (1.5) DL Defl= 0.22 in Recom Camber-0.33 in Data Beam Span 16.5 ft Reaction 1 LL 770# Reaction 2 LL 873# Beam Wt per ft 9.11 # Reaction 1 TL 1308# Reaction 2 TL 1473# Bm Wt Included 150# Maximum V 1473# Max Moment 5735'# Max V(Reduced) 1283# TL Max Defl L/240 TL Actual Defl L/451 LL Max Defl L/360 LL Actuat Defl L/916 Attributes Section in' Shear in� TL Defl in LL Defl Actual 75.00 37.50 0.44 022 Critical 24.93 6.98 0.83 0.55 Status OK OK OK OK Ratio 33% 19% 53% 39% Fb si Fv si E ( si x mil Fc� si) Values Reference Values 2400 240 1.8 650 Ad'usted Values 2760 276 1.8 650 Adiustments Cv Volume 1.000 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Par Unif LL Par Unif TL Start End 88 H= 140 0 8.5 113 I = 180 8.5 16.5 I H � Q R1 = 1308 R2= 1473 SPAN= 16.5 FT Uniform and partial uniform loads are Ibs per lineal ft. v� � BeamChek v2009 licensed to: WellerConsulting Engineers, P.C. Reg#5234-65779 PLAN 2082 ROOF FRAMING H3(ELEV A) Date: 3/17/10 Selection 4x 10 DF-L#2 Lu=0.0 Ft Conditions NDS 2005 Min Bearing Area R1=4.0 inZ R2=4.0 in2 (1.5) DL Defl= 0.03 i� Data Beam Span 5.5 ft Reaction 1 LL 1547# Reaction 2 LL 1547# Beam Wt per ft 7.87# Reaction 1 TL 2497# Reaction 2 TL 2497# Bm Wt Included 43# Maximum V 2497# Max Moment 3433'# Max V(Reduced) 1797# TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section in' Shear in2 TL Defl in LL Defl Actual 49.91 32.38 0.06 0.03 Critical 33.17 13.02 0.28 0.18 Status OK OK OK OK Ratio 66% 40% 22% 17% Fb si Fv si E si x mil Fc� si Values Reference Values 900 180 1.6 625 Ad'usted Values 1242 207 1.6 625 Adiustments CF Size Factor 1.200 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL: 563 Uniform TL: 900 =A Uniform Load A � � R1 =2497 R2=2497 SPAN=5.5 FT Uniform and partial uniform loads are Ibs per lineal ft. � v� BeamChek v2009/icensed to: Weller Consulting Engineers, P.C. Reg#5234-65779 PLAN 2082 ROOF FRAMING H3(ELEV B) Date:3/17/10 Selection 3-1/8x 9 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2005 Min Bearing Area R1=5.3 in' R2=3.6 in� (1.5) DL Defl= 0.10 in Recom Camber-0.15 in Data Beam Span 5.5 ft Reaction 1 LL 1195# Reaction 2 LL 490# Beam Wt per ft 6.83# Reaction 1 TL 3447# Reaction 2 TL 2319# Bm Wt Included 38# Maximum V 3447# Max Moment 6049'# Max V(Reduced) 2766# TL Max Defl L/240 TL Actual Defl L/567 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section in' Shear in' TL Defl in LL Defl Actual 42.19 28.13 0.12 0.02 Critical 26.30 15.03 0.28 0.18 Status OK OK OK OK Ratio 62% 53% 42% 11% Fb si Fv si E si x mil Fc I si) Values Reference Values 2400 240 1.8 650 Ad'usted Values 2760 276 1.8 650 Adiustments Cv Volume 1.000 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Point TL Distance Par Unif lL Par Unif TL Start End B=3033 2.75 563 H =900 0 2.75 50 I =80 2.75 5.5 I H Pt loads: 06 0 Q R1 =3447 R2=2319 SPAN=5.5FT Uniform and partial uniform loads are Ibs per lineal ft. V�3 BeamChek v2009/icensed to:Weller Consulting Engineers, P.C. Reg#5234-65779 PLAN 2082 ROOF FRAMING H4 Date: 3/17/10 Selection 4x 10 DF-L#2 Lu=0.0 Ft Conditions NDS 2005 Min Bearing Area R1=4.7 in2 R2=4.7 in2 (1.5)DL Defl= 0.06 in Data Beam Span 6.5 ft Reaction 1 LL 1828# Reaction 2 LL 1828# Beam Wt per ft 7.87# Reaction 1 TL 2951 # Reaction 2 TL 2951 # Bm Wt Included 51 # Maximum V 2951 # Max Moment 4795'# Max V(Reduced) 2251 # TL Max Defl L/240 TL Actual Defl L/665 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section in' Shear in TL Defl in LL Defl Actual 49.91 32.38 0.12 0.06 Critical 46.33 16.31 0.33 0.22 Status OK OK OK OK Ratio 93% 50% 36% 28% Fb si Fv si E si x mil Fc� si Values Reference Values 900 180 1.6 625 Ad'usted Values 1242 207 1.6 625 Adiustments CF Size Factor 1.200 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL: 563 Uniform TL: 900 =A Uniform Load A � 0 R1 =2951 R2=2951 SPAN=6.5 FT Uniform and partial uniform loads are Ibs per lineal ft. � v��- BeamChek v2009 licensed to:Weller Consulting Engineers, P.C. Reg#5234-65779 PLAN 2082 ROOF FRAMING B1 Date: 3/17/10 Selection 4x 10 DF-L#2 Lu=0.0 Ft Conditions NDS 2005 Min Bearing Area R1=4.4 in2 R2=4.4 in2 (1.5)DL Defl= 0.04 in Data Beam Span 6.0 ft Reaction 1 LL 1688# Reaction 2 LL 1688# Beam Wt per ft 7.87# Reaction 1 TL 2724# Reaction 2 TL 2724# Bm Wt Included 47# Maximum V 2724# Max Moment 4085'# Max V(Reduced) 2024# TL Max Defl L/240 TL Actual Defl L/845 LL Max Defl L!360 LL Actual Defl L/>1000 Attributes Section in' Shear in TL Defl in LL Defl Actual 49.91 32.38 0.09 0.04 Criticai 39.47 14.67 0.30 0.20 Status OK OK OK OK Ratio 79% 45% 28% 22% Fb si Fv si E si x mil Fc� si Values Reference Values 900 180 1.6 625 Ad'usted Values 1242 207 1.6 625 Adiustments CF Size Factor 1.200 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:563 Uniform TL: 900 =A Uniform Load A 0 0 R 1 =2724 R2=2724 SPAN=6 FT Uniform and partial uniform loads are Ibs per lineal ft. � v� BeamChek v2009 licensed to: We!!er Consulting Engineers, P.C. Reg#5234-65779 PLAN 2082 UPPER FLOOR FRAMING TYPICAL JOIST Date: 3/17/10 Selection 2x 12 HF#2 a�16 in oc Lu=0.0 Ft Lu @OH=0.0 Ft Conditions NDS 2005,Overhang, Repetitive Use Min Bearing Area R1= 1.1 in� R2=2.1 in2 (1.5) DL Defl= 0.02 in. Data Beam Span 14.0 ft Reaction 1 LL 366# Reaction 2 LL 488# Beam Wt per ft 0# Reaction 1 TL 427# Reaction 2 TL 853# Bm Wt Inctuded 0# Maximum V 507# Overhang Length 2.0 ft Max Moment 1365'# Max V(Reduced) 444# Total Beam Length 16.0 ft TL Max Defl L/240 TL Actual Defl L/841 OH TL Actual Defl L/673 LL Max Defl L/360 LL Actual Defl L/889 OH LL Actual Defl L/540 Attribufes Section in' Shear in2 TL Defl in LL Defl OH TL Defl OH LL Defl Actual 31.64 16.88 0.20 0.19 -0.07 -0.09 Critical 16.76 4.44 0.70 0.47 0.20 0.13 Status OK OK OK OK OK OK Ratio 53% 26% 29% 41% 36% 67% Fb si Fv si E si x mil Fc� si Values Reference Values 850 150 1.3 405 Ad'usted Values 978 150 1.3 405 Adiustments CF Size Factor 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.15 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft CI Stability @ OH 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:53 Uniform TL: 67 =A Uniform Ld on Backs an Point TL Distance Par Unif LL Par Unif TL Start End F=213 (OH) 2.0 53 K=67 (OH) 0 2.0 Uniform Load A K Pt loads: F 0 � R1 =427 R2=853 BACKSPAN= 14 FT OH =2 FT Uniform and partial uniform loads are Ibs per lineal ft. Overhanging load distances are ftom R2. � v�� BeamChek v2009 licensed to:Weller Consulting Engineers, P.C. Reg#5234-65779 PLAN 2082 UPPER FLOOR FRAMING TYPICAL JOIST Date:3/17/10 Selection 2x 12 HF#2 @ 16 in oc Lu=0.0 Ft Conditions NDS 2005, Repetitive Use Min Bearing Area R1= 1.2 in� R2= 1.2 in� (1.5) DL Defl= 0.07 in Data Beam Span 14.0 ft Reaction 1 LL 373# Reaction 2 LL 373# Beam Wt per ft 0# Reaction 1 TL 467# Reaction 2 TL 467# Bm Wt Included 0# Maximum V 467# Max Moment 1633'# Max V(Reduced) 404# TL Max Defl L!240 TL Actual Defl L/614 LL Max Defl L/360 LL Actual Defl L/845 Attributes Section in' Shear in TL Defl in LL Defl Actual 31.64 16.88 0.27 020 Critical 20.05 4.04 0.70 0.47 Status OK OK OK OK Ratio 63% 24% 39% 43% Fb( si Fv si E si x mil Fc� si Values Reference Values 850 150 1.3 405 Ad'usted Values 978 150 1.3 405 Adiustments CF Size Factor 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.15 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:53 Uniform TL: 67 =A Uniform Load A � Q R1 =467 R2=467 SPAN= 14 FT Uniform and partial uniform loads are Ibs per lineal ft. � v�� BeamChek v2009/icensed to: Weller Consulting Engineers, P.C. Reg#523465779 PLAN 2082 UPPER FLOOR FRAMING TYPICAL HEADER Date:3J17/10 Selection 4x 8 DF-L#2 Lu=0.0 Ft Conditions NDS 2005 Min Bearing Area R1=2.7 in2 R2=2.7 in2 (1.5) DL Defl= 0.04 in Data Beam Span 5.5 ft Reaction 1 LL 1079# Reaction 2 LL 1079# Beam Wt per ft 6.17# Reaction 1 TL 1694# Reaction 2 TL 1694# Bm Wt Included 34# Maximum V 1694# Max Moment 2330'# Max V(Reduced) 1322# TL Max Defl L/240 TL Actual Defl L/764 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section in Shear in TL Defl in lL Defl Actual 30.66 25.38 0.09 0.05 Criticat 23.90 11.02 0.28 0.18 Status OK OK OK OK Ratio 78% 43% 31% 25% Fb si Fv si E si x mil Fc�( si Values Reference Values 900 180 1.6 625 Ad'usted Values 1170 180 1.6 625 Adiustments CF Size Factor 1.300 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:280 Uniform TL: 350 =A Par Unif LL Par Unif TL Start End 113 H = 180 0 5.5 1 =80 0 5.5 I H Unifor►n Load A 0 0 R1 = 1694 R2= 1694 SPAN=5.5 FT Uniform and partial uniform loads are Ibs per lineal ft. � v�e BeamChek v2009 licensed to: Weller Consulting Engineers, P.C. Reg#5234-65779 PLAN 2082 UPPER FLOOR FRAMING 62 Date: 3/17/10 Selection (2)2x 10 HF#2 Lu=0.0 Ft Conditions NDS 2005 Min Bearing Area R1=3.0 in� R2=3.0 in2 (1.5) DL Defl= <0.01 in. Data Beam Span 4.0 ft Reaction 1 LL 680# Reaction 2 LL 680# Beam Wt per ft 6.74# Reaction 1 TL 1233# Reaction 2 TL 1233# Bm Wt Included 27# Maximum V 1233# Max Moment 1233'# Max V(Reduced) 758# TL Max Defl L/240 TL Actual Defl L/>1000 lL Max Defl L/360 LL Actual Defl L/>1000 Atiributes Section in' Shear inz TL Defl in LL Defl Actual 42.78 27.75 0.02 <0.01 Critical 15.83 7.58 0.20 0.13 Status OK OK OK OK Ratio 37% 27% 9% 6% Fb si Fv si E si x mil Fc� si Values Reference Values 850 150 1.3 405 Ad'usted Values 935 150 1.3 405 Adiustments CF Size Factor 1.100 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:300 Uniform TL: 480 =A Par Unif LL Par Unif TL Start End 40 H=50 0 4.0 I =80 0 4.0 I H Uniform Load A 0 Q R1 = 1233 R2 = 1233 SPAN=4 FT Uniform and partial uniform loads are Ibs per lineal ft. � v� BeamChek v2009 licensed to: Weller Consulting Engineers, P.C. Reg#5234-65779 PLAN 2082 UPPER FLOOR FRAMING B3(ELEV A) Date: 3/17/10 Selection 5-1/8x 18 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2005 Min Bearing Area R1= 102 in2 R2=9.7 in' (1.5) DL Defl= 0.37 in Recom Camber-0.55 in Data Beam Span 21.5 ft Reaction 1 LL 4266# Reaction 2 LL 3971 # Beam Wt per ft 22.42 # Reaction 1 TL 6645# Reaction 2 TL 6322# Bm Wt Included 482# Maximum V 6645# Max Moment 34907'# Max V(Reduced) 5696# TL Max Defl L/240 TL Actual Defl L/330 LL Max Defl L/360 LL Actual Defl L/619 Attributes Section in' Shear in TL Defl in LL Defl Actual 276.75 92.25 0.78 0.42 Criticat 182.19 35.60 1.08 0.72 Status OK OK OK OK Ratio 66% 39% 73% 58% Fb si Fv si E si x mil Fc� si Values Reference Values 2400 240 1.8 650 Ad'usted Values 2299 240 1.8 650 Adiustments Cv Volume 0.958 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:280 Uniform TL: 350 =A Par Unif LL Par Unif TL Start End 80 H= 100 0 11.0 50 I =80 0 11.0 75 J= 120 11.0 21.5 K=80 0 21.5 K J I H Uniform Load A 0 0 R1 =6645 R2=6322 SPAN=21.5 FT Uniform and partial uniform loads are Ibs per lineal ft. � v� BeamChek v2009 licensed to: Weller Consulting Engineers, P.C. Reg#5234-65779 PLAN 2082 UPPER FLOOR FRAMING B3(ELEV B) Date:3/17/10 Selection 5-1/8x 18 GLB 24F-V4 DF/DF Lu =0.0 Ft Conditions NDS 2005 Min Bearing Area R1= 11.2 in�R2= 11.7 in' (1.5) DL Defl= 0.48 in Recom Camber-0.73 in Data Beam Span 21.5 ft Reaction 1 LL 4459# Reaction 2 LL 4566# Beam Wt per ft 22.42# Reaction 1 TL 7289# Reaction 2 TL 7627# Bm Wt Included 482# Maximum V 7627# Max Moment 41904'# Max V(Reduced) 6589# TL Max Defl L/240 TL Actual Defl L/274 LL Max Defl L/360 LL Actual Defl L/563 Attributes Section in' Shear in2 TL Defl in LL Defl Actual 276.75 92.25 0.94 0.46 Critical 218.70 41.18 1.08 0.72 Status OK OK OK OK Ratio 79% 45% 88% 64% Fb si Fv si E( si x mil Fc� si Values Reference Values 2400 240 1.8 650 Ad'usted Values 2299 240 1.8 650 Adiustments Cv Volume 0.958 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:280 Uniform TL: 350 =A Point TL Distance Par Unif LL Par Unif TL Start End B=689 11.0 80 H= 100 0 11.0 50 I =80 0 11.0 150 J=240 11.0 21.5 K=80 0 21.5 K J I H Uniform Load A Pt loads: QB R1 --�7289 � R2= 7627 SPAN=21.5 FT Uniform and partial uniform loads are Ibs per lineal ft. vz� BeamChek v2009 licensed to:Weller Consulting Engineers, P.C. Reg#523465779 PLAN 2082 UPPER FLOOR FRAMING B4 Date:3/17/10 Se/ection 5-1/8x 13-1/2 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2005 Min Bearing Area R1=6.8 in2 R2=6.8 inz (1.5)DL Defl= 0.20 in Recom Camber-0.30 in Data Beam Span 14.0 ft Reaction 1 LL 2380# Reaction 2 LL 2380# Beam Wt per ft 16.81 # Reaction 1 TL 4388# Reaction 2 TL 4388# Bm Wt Included 235# Maximum V 4388# Max Moment 15357'# Max V(Reduced) 3683# TL Max Defl L/240 TL Actual Defl L/472 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section in' Shear in TL Defl in LL Defl Actual 155.67 69.19 0.36 0.16 Critical 66.77 20.01 0.70 0.47 Status OK OK OK OK Ratio 43% 29% 51% 33% Fb si Fv si E si x mil Fc� si Values Reference Values 2400 240 1.8 650 Ad'usted Values 2760 276 1.8 650 Adiustments Cv Volume 1.000 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N!A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL: 300 Uniform TL: 480 =A Par Unif LL Par Unif TL Start End 40 H =50 0 14.0 I =80 0 14.0 I H Uniform Load A 0 � R1 =4388 R2=4388 SPAN= I4FT Uniform and partial uniform loads are Ibs per lineal ft. �/L2 BeamChek v2009/icensed to:Weller Consulting Engineers, P.C. Reg#5234-65779 PLAN 2082 MAIN FLOOR FRAMING TYPICAL JOIST Date: 3/17/10 Selection 2x 10 HF#2 @ 16 in oc Lu=0.0 Ft Condifions NDS 2005, Repetitive Use Min Bearing Area R1= 1.2 in' R2= 1.2 in2 (1.5) DL Defl= 0.13 in Data Beam Span 14.0 ft Reaction 1 LL 373# Reaction 2 LL 373# Beam Wt per ft 0# Reaction 1 TL 467# Reaction 2 TL 467# Bm Wt Included 0# Maximum V 467# Max Moment 1633'# Max V(Reduced) 415# TL Max Defl L/240 Tl Actual Defl L/341 LL Max Defl L/360 LL Actual Defl L/469 Attributes Section in' Shear in TL Defl in LL Defl Actual 21.39 13.88 0.49 0.36 Critical 1823 4.15 0.70 0.47 Status OK OK OK OK Ratio 85% 30% 70% 77% Fb si Fv si E si x mil Fc�(psi Values Reference Values 850 150 1.3 405 Ad'usted Values 1075 150 1.3 405 Adiustments CF Size Factor 1.100 Cd Duration 1.00 1.00 Cr Repetitive 1.15 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.0� CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:53 Uniform TL: 67 =A Uniform Load A 0 Q R1 =467 R2 =467 SPAN= 14 FT Uniform and partial uniform loads are Ibs per lineal ft. �/L3 BeamChek v2009 licensed to:Weller Consulting Engineers, P.C. Reg#5234-65779 PLAN 2082 MAIN FLOOR FRAMING TYPICAL BEAM Date:3/17/10 Selection 4x 10 DF-L#2 Lu=0.0 Ft Conditions NDS 2005 Min Bearing Area R1=4.8 inZ R2=4.8 in2 (1.5) DL Defl= 0.01 in Data Beam Span 5.0 ft Reaction 1 LL 2400# Reaction 2 LL 2400# Beam Wt per ft 7.87# Reaction 1 TL 3020# Reaction 2 TL 3020# Bm Wt Included 39 # Maximum V 3020# Max Moment 3775'# Max V(Reduced) 2089# TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section in' Shear in2 TL Defl in LL Defl Actual 49.91 32.38 0.05 0.04 Critical 36.47 15.13 0.25 0.17 Status OK OK OK OK Ratio 73% 47% 20°/a 22% Fb si Fv si E si x mil Fc� si Values Reference Values 900 180 1.6 625 Ad'usted Values 1242 207 1.6 625 Adiustments CF Size Factor 1.200 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:960 Uniform TL: 1200 =A Uniform Load A 0 � R1 =3020 R2=3020 SPAN=5 FT Uniform and partial uniform loads are Ibs per lineal ft. . � ^ v BeamChek v20091icensed to:WellerConsulting Engineers, P.C. Reg#5234-65779 PLAN 2082 MAIN FLOOR FRAMING B5 'Date: 3/17/10 Selection (2)2x 10 HF#2 Lu=0.0 Ft Conditions NDS 2005 Min Bearing Area R1=4.1 in2 R2=4.1 in� (1.5)DL Defl= 0.03 in Data Beam Span 5.0 ft Reaction 1 LL 750# Reaction 2 LL 750# Beam Wt per ft 6.74# Reaction 1 TL 1667# Reaction 2 TL 1667# Bm Wt Included 34# Maximum V 1667# Max Moment 2084'# Max V(Reduced) 1153# TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section in') Shear i� TL Defl in LL Defl Actual 42.78 27.75 0.05 0.02 Critical 2325 10.03 0.25 0.17 Status OK OK OK OK Ratio 54% 36% 19% 10% Fb si Fv si E si x mil Fc�( si) Values Reference Values 850 150 1.3 405 Ad'usted Values 1075 173 1.3 405 Adiustments CF Size Factor 1.100 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:300 Uniform TL: 480 =A Par Unif TL Start End H = 180 0 5.0 H Unifarm Load A � R2--�1667 R1 = 1667 SPAN=5 FT Uniform and partial uniform loads are Ibs per lineal ft. � �� . r.. .�y�. � � .`�� - ��U��tp� 1NSULA "T" I � �.�o Q��. NORTHW � ST �nrx� Insulation Certificate/Blower poor Test Form Batts&Blankets Thermal Perforniance(Attic ApplicaYion) When iusYalled in accorda»ce widi the n�azwfact�irer's The stated thermal resistance(R-value)is provided by installing in accorda�ice�vith Ylle ivanufacturer's reconuneudations,Knauf batts&blaukets will provide instrucfions,tlie required number of bags per 1,000 sq.ft.of net area,at not less than tlie labeled mii�imum tlie fiill R-value.- - . �� - - � � -�-� � �thiekness.Railure to install both the required nuniber of bags&at least tlie minimum tl�iciu�ess will result in lower insulation T' ' - R-Value Minimum Thickness R-Value Baes/1,000 s .f :ss To obtain an Inslalled insi4ation To obtain an The number of i..�.:�.,�,..,�e�is!ance sl�oesld not bP iPss zrs�il.,��r ba�s/1,OOp Sr o!,s.�_....,.,..,,e�s ,..�.,s:�,...., m��.... _ ..�. . _.;. ...,a. R-Valne of than: resistance area should not be than: � should not be less than: � than: R-Value)of. R-3S HD 1025" R-60 29.7 33.6 SP 9521bs. 19.750" _ R-33 12.00' R-49 23.5 42.5 SP 7531Us. 16.375" R-30 HD S25" R-4� 20.9 47.8 SF .670 Ibs. 14.375" R-30 10.00" R-38 17.8 56.2 SF .5691bs 13.000" IZ26 9.00" R-30 13.6 73.3 SP .4371bs 10375" R-22 6.50" R-26 ll.8 85.0 SP 377 Ibs 9125" R-21 HD 5.50" R-22 9.8 1022 SF 313 Ibs 7.750" R-19 625"** R-19 8.4 1193 SP' 2681Us 6.750" R-15 HD 3.50" R-13 5.7 175.3 SF 183 lbs 4.750" R-13 3.50" R-11 4.7 210.8 SP 152 Ibs 4.000" R-11 3.50" Bag Weight-Nomina130 lbs,Minimum 291bs.This product couforms to tlle performance requirements of ASTM C 764, R_g Z.Sp" Type 1,&cancelled Federal SpecificaYion HH-1-1030B,Type 1,Blass B.R-Values are determined in accordance with **R-18 in a 5.5"cavity.Conforms to ASTM C 687&C 518."R"means resistance to l�eat flow.The higher the R-value,the greater the insulation power.To get the C665&Federal Specificatioii HH-1-521F inarked R-value,it is essential tl�at the insulation be installed properly.If you do it yourself,get instructions&follow them. To achieve]abeled R-value,t(iis product nlust be applied with a pneumatic blowing machine&a corrugated hose with a minimwn.25"inteinal corrugation,a minimum leugth of 150 ft.&a diameter of at least 3".Coils in the hose sliould not be less than 36"in diameter.Acceptable material feed rate is 5-351bs./minute.Recommended feed rate is 15-25 lbs.hnitmtes. Builders Insulation Statement. Batts and/or blai�kets have been installed in conforniance rvith the above 2009 WSEC Residential Ener�v Compliance Certificate-Buildin�Air Leakage recommendations to rovide a thermal resisYance of.... R-Va Sta�idard Buildin & est Condition: Comments: Attic Area R- R-49 Date: Sloped Ceiling R- R-38 Time Walls R- R-21 Indoor Temp: Floors(over uiIl�eated crawl space) R- R-30 Outdoor Tem : Ploor Area(s ft) Completed as of: { l��L J I3uildin2 Air Lealta�e Tar�et: SLA Less Than 0.00030 i Installers Name Print: Test#1-Depress_�Press Prctest 13aseline Pressure (Pa) Installers Name Sign: Blda Press.(Pa) Flo�v Rin� Fan Press.(Pa) Flo�v cfm) lSggG Gl�ao D,e- � - '� - � Site Address: �. Post Test Pressure: Fan Model/SN:�n� � _ yF-r.�r��q 7 Resiilts:SLA(Specific Leakage Area): •��3 3��L� Home Builders Signature: Test#2-Depress Press Pretest Baseline Pressure (Pa) Home Builders Address: B1dQ Press.(Pa) Flow Rin Fan Press.(Pa) Flow(cfm) i Insulation Contractor. Insulation Northwest LLC Post Test Pressure: Fan Model/SN: P.253-840-0121 P.O.Box 732069 Results:SLA(Speciflc Leakage Area): F.253-846-8096 Puvallup.WA.98373 Affidavit: I certify that this Specific Leakage Area is accurate&detennined using Blower poor Test Standard 502.4.5 Building Air Leakage Testing. Teclmician Name Print: �•� Technician Name Sign:�� U M � � � Q O � p N � O � � C N � N (l7 � +r � � � � � � � O � � p 4) � O U °-o � V N ,� � "D � � rL � � � U O �+ � � C � � U � q0 � � � ' z a� � :,_, � � � V � � 0 � � �� i� � �3 omU � � � � � � O 'J � c� c� O � a L � � � a � � o � � � � � � q � � � � _ � .� � � � � � � cV .� •� � Q '� > � � � W U � cn � N � � H p � � � '� W cA W � >,�-' .� � U U w N � �Q� � �p � g w � � o`�o � o � U � � � Z � = � W v Q- O Y O0 O � � O � Z tA � � N N � W O � W � � o p 0 (!) � � W Q W c� O � � �t w N � � ,,_, � � � � � ° Q � Q � J J U ..`'. N � a � tn � � N � � � � u� Z � � �n cn �,_, � � O . . � � � +��tE G � N N E '� U � �U �,g" " "� � 'Q 1�i 2 -� N Q � `� � z � � � � �y� Q Z � � V � � a� � Q � � _ � w W � a`� a`� � c`a �n � c �,�, � � c c � � c� �� `�f�`� m O O m � Q c� m �-�.. �� c� �� c� Zi 'Z I�'S�}LATIO� � ,�T � INSULATION 1�1 ��o ��ti� NORTHWEST ��H,;,�/" Insulation Certificate/Blower poor Test Form Batts&Blankets Thermal Perfonnance(Attic Application) When installed in accordauce with tlie ma�iufacturer's The stated themtal resistance(R-value)is provided by installing in accordance with the manufacturer's reconuneudations,I{nauf batts&blankets will provide instructions,tlie required number of bags per 1,000 sq.ft.of net area,at uot less than the labeled minimum - the full R-value. thickness.Failure to install botl�the required number of bags&at least the minimum thickness will result in lower insulation R-value. R-Value Minimum Thicl:ness R-Value Ba /1,000 s :f+ ess To obtain an Installed insulation To obtain an The number of insulationresistance shoulduoibeless insulation bags/1,OOOSFof.:=±i -_ --.,_._ ,.;n�. . _- ._.,a,:.,;._.�,1a;,.�-- �., _,;,,� .,._._'�- R-Value of: than: resistance area should not be than: should not be less than: than: (R-Value)o£ R-38 HD 1025" R-60 29.7 33.6 SP 9521bs. 19.750" R-38 12.00" R-49 23.5 42.5 SP .7531bs. 16.375" R-30 HD 8.25" R-44 20.9 47.8 SP .670 Ibs. 14.875" R-30 10.00" R-38 17.8 56.2 SF .5691bs 13.000" R26 9.00" R-30 13.6 73.3 SF 437 lbs 10.375" R-22 6.50" R-26 11.8 85.0 SP .37716s 9.125" R-21 HD 5.50" R-22 9.8 102.2 SF 313 lbs 7.750" R-19 6.25"** R-19 8.4 119.3 SP .2681bs 6.750" R-IS HD 3.50" R-13 5.7 175.3 SF 183]bs 4.750" R-13 3.50" R-11 4.7 210.8 SF 1521bs 4.000" R-ll 3.50" Bag Weigl�t-Nominal 30 lbs,Minimum 29 lbs.Tl�is product confornis to tlie perfonnance requirements ofASTM C 764, R-g 2.50" Type 1,&cancelled Federa]Specification HH-1-1030B,Type 1,Blass B.R-Values are determined in accordance with **R-18 in a 5.5"cavity.Conforms to ASTM C 687&C 518."R"means resistance to heat flow.The higher the R-value,the greater the insulation power.To get the C665&Federal Specification HH-1-521F inarked R-value,it is esse�tial that tl�e insulation be installed properly.If you do ityourself,get instructions&follow them. To acl�ieve labeled R-value,this product nmst be applied with a pneumatic blowing machine&a corrugated hose with a minimum 25"inteinal corrugation,a minimum length of 150 ft.&a diameter of at least 3".Coils in the hose should not be less than 36"in diameter.Acceptable material feed rate is 5-3516s./minute.Recommended feed rate is 15-25 lbs./minutes. Builders 7osulation Statement. Batts and/or bla��kets have been instal(cd in conformance with lhe above 2009 WSEC Rcsidential Ener v Comuliance Certitcate-Buildin�Air I eaka2e reconm�eudations to rovide a ihennal resist�ance of.... R-Valu Standard Buildin &T st Condition: Conm�ents: Attic Area R- R-49 Date: •l Sloped Ceiling R- R-38 Time lL� Walls R- R-21 Indoor Temp: Ploors(over unheated crawl s ace) R- R-30 Outdoor Tem : 8 Floor Area(s ft) Completed as of: { l 3 I3uilding Air Lealcaee Tareet: SLA Less Than 0 00030 Installers Name Print: Test#1-Depress_�_Press Pretest Baseline Pressure (pa) Installers Name Sign: Bld�Press.(Pa) Flow Rina Fan Press. Pa) Flow cfin) Site Address: 6 �'�Z l�� v� � ` 3O /�� Q�� Post Test Pressure: Fan Model/SN: �i�� v� � Results:SLA(Specific Leakage Area): .�� 2•�� /'{�f� Home Builders Sigvature: Test#2-Depress Press Pretest Baseline Pressure (pa) Home Builders Address: Bld Press.(Pa) Flow Ring Fan Press.(Pa) Flow(cfin) Insulation Contractor. Insulation Northwest LLC Post Test Pressure: Fan Model/SN: P.253-846-0121 P.O.Box 732069 Results:SLA(Specific Leakage Area): F.253-846-8096 Pu�Lallup,WA 98373 Affidavit: I certify that this Specific Leakage Area is accurate&determined using Blower poor Test Standard 502.4.5 Building Air Leakage Testing. Technician Name Print: �. ��(i�i Technician Name Sign�/��/!�