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20130113 Permit Pkg 05172013 � City of Yelm Permit No.: 20130113 Community Development Department Issue Date: 5/17/2013 � (Work must be completed within 180 days) Building Division Phone: (360)458-8407 `"" °" Fax: (360)458-3144 Applicant: Name: CREEK ROAD MIXED USE- PHASE 1 Phone: 253-428-0800 Address: 240 STADIUM WAY S TACOMA WA 98402 Property Information: Site Address: 10520 CREEK ST SE, REC BLD Owner: BERG RESIDENTIAL Assessor Parcel No.: 64303400400,501 Subdivision: Lot: &502 Contractor Information: Name: BERG RESIDENTIAL Phone: Address: 240 STADIUM WAY S TACOMA WA 98402 Contractor License No.: BERGRDL016RM Expires: 12/13/2011 Project Information: Project: NEW COMMERCIAL BUILDING Description of Work: CONSTRUCT RECREATION BLDG FOR EXIST.APARTMENTS Sq. Ft. per floor: First Heat Type (Electric, Gas, Other): Second Third Garage Basement Fees: Item Contractor Fees MECHANICAL BERG RESIDENTIAL $ 78.25 PLUMBING BERG RESIDENTIAL $ 76.00 NEW COMMERCIAL BUILDING BERG RESIDENTIAL $16,146.08 TOTAL FEES: $16,300.33 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 regulations including those governing zoning and land subdivision,and in addition,all covenants, easements and restrictions of record. If applying as a contractor, I further certify that I am currently Final Inspection: registered in the Stat of Washington. Date: Signature Date �G� � .��� Firm ,�� � By� �oF�'H�p City of Yelm Permit No.: 20130113 4S �, Community Development Department 105 Yelm Ave W,Yelm,WA 98597 Building Division �,,, „ Phone:(360)458-8407 Fax: (360)458-3144 Applicant: Name: CREEK ROAD MIXED USE- PHASE 1 Phone: 253-428-0800 Address: 240 STADIUM WAY S TACOMA WA 98402 Property Information: Site Address: 10520 CREEK ST SE, REC BLD Owner: gERG RESIDENTIAL Assessor Parcel No.: 64303400400,501 Subdivision: Lot: &502 Project Information: Project: NEW COMMERCIAL BUILDING Description of Work: CONSTRUCT RECREATION BLDG FOR EXIST.APARTMENTS Fees: Item Units Fees BUILDING PLAN REVIEW 0 $1,428.53 PAYMENTS MADE: 51,063.60 BALANCE DUE: $ 364.93 � Cit� of Yelm (36 ) 458-8402 REG#: 00117492 1/24/2013 2:05 PM OPER: CO TERM: 001 REF#: ?.172 TRAN: 3:i.000n BUrLDING PERMITS 2U130113 1,063.6UCR CREFK ROAD MIXED USE - PHASE 1 10520 CREEK ST SE, REC BLD BLU-CqMI 1,063,60CR TENDERED; 1,063.60 CHECK APPLIED: 1,063.G0- CHANGE, � � � �.a0 � �,p13o I 1.3 CITY OF YELM COMMERCIAL BUILDING PERMIT APPLICATION FORM ProjectAddress: lD5� ��2.�kt( 5? 5� Parcel#:6`'t'�o3`'��L�O��=�c�1. - ��Z Zoning; [,-- 1 Current Use: N!A Proposed Use: �Z�c. i3LDCrr � New Construction C� Re-Model/Re-Roof/Tenant Improvement 1 Plumbing 1 Mechanical �1 Fire Prevent/Suppress/Alarm �� Other Project Description/Scope of Work:l�nnSTQ r1�T RcG �LDls� FoY� t nlsT. APAr�-rn���r5 Project value: � '�1 H, 7�� Building Area (sq. ft) Parking Garage 1St Floor���72"d Floor 3`d Floor Building Height 2-L: � Are there any environmentally sensitive areas located on the parcel? h(U If yes, a completed environmental checklist must accompany permit application. BUILDING OWNER/TENANT NAME:�i.'� 1 Ms . ADDRESS : �:'n. 5-fA�',;;,�P�. WAye_ - _ EMAIL CITY : �.�:, STATE �!A ZIP 98�102- TELEPHONE 253 - �J2St--aQ�Gb ARCHITECT/ENGINEERr�,.�,.-�� .DEC►-�►.�tr Arz.��T�CToLICENSE# ADDRESS {57-t-A rov�ru 5T �w EMAILL •� �; � c}-I -tqRcrl�O^^ CITY . ::.-�a�.�°� STATE� ZIP 9 L TELEPHONE 2S 9- SS tl- Z�i GENERAL CONTRACTOR O.✓N��L TELEPHONE ADDRESS EMAIL CITY STATE ZIP FAX CONTRACTOR'S LICENSE# EXP DATE CITY LICENSE# PLUMBING CONTRACTOR TELEPHONE ADDRESS EMAIL CITY STATE ZIP FAX CONTRACTOR'S LICENSE# EXP DATE CITY LICENSE# MECHANICAL CONTRACTOR TELEPHONE ADDRESS EMAIL CITY STATE ZIP FAX CONTRACTOR'S LICENSE# EXP DATE CITY LICENSE# Copy of City Mitigation documentation(TFC). I hereby certify that the above information is correct and that the construction on,and the occupancy and the use of the above described property will be in accordance with the laws,rules and regulations of the State of Washington and the City of Yelm. � �� /I�� ; " �-2= 1 � p licant's Signature Date Owner/Contractor/Ow ,�'s Agent/Contractor's Agent/Tenant (Please circle one.) All permits are non-transferable and will expire if work authorized by such permit is not begun within 180 days of issuance, or if work is suspended or abandoned for a period of 180 days 105 Yelm Aaenue West (360)4 � �� PO Box 479 (360)4 8-3144 FAX Yelm, WA 98597 www.c yelm.w�� 2 4 2013 BY: Cit� of Y�Im (36 ) 458-�402 REC#: U012fl328 5J17/2U13 11 :59 AM OPER: CO TERM: 001 REF#: 2040 TRAN: 33.0000 BUILDING PERMITS 20100149 482.�OCR CRE�K ROAQ MiXED USE - PHASE 1 10520 CREEK ST SE, BLDG G p� 482.00CR TRAN: 33.0000 BUII_UTNG PERMITS 20130113 15,082.48CR CREEK ROAq MIXED USE - PHASE 1 10520 CREEK ST SE, REC BLD BI.D-COM1 15,082.48CR TRAN: 33.0000 BUILDTNG PERMITS 20130113 154.25CR CRE�K ROA� MIXED USE - PHA5E 1 10520 CREEK 5T SE, REC BLQ MECN 78.25CR pL 76.OQL'R TRAN: 33.0000 BUILQING PERMITS 2.0100145 943.00CR GREEK ROAD MIXED USE - PHASE 1 10520 CREEK ST SE, BLDG B MECH 251 .00CR p� 692o00CR TRAN: 33.0000 BUZLDING PERhiITS 20100150 1,112.00CR CREEK ROAD MIXED USE - PHASE 1 10520 CI�EEK ST SE, BLq H p�. 1,112�OOCR TRAN. 33.0000 BUILpING PERMITS 201001a0 �73.00CR CREkK ROAD MIXED USE - PHASE 1 10520 CREEK ST SE, BLD H MECH 373.00CR TENDERED: 18,146,73 CFIECK ^'�P��ED: 18,146.73- � .�-- — ; O.QO � 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily ' • • - . • • ' - • - . 2009 Washington State Energy Code Compiiance Forms for Nonresidentiai and Multifamily Residential Revised February 2011 Project Address yelm Creek Office Building Date �s'<. Q 5/13/2013 Project Info .���, ioszo cteak sc. se For Building Department Use Yelm, Wa Applicant Name: caaaY + DeChant Architects, L�c Applicant Address: sszi ioocn sr. sw suite A Lakewood, wr. 98499 Applicant Phone: �zssJ 564-5207 Project Description ❑� New Building ❑Addition ❑ Aiteration ❑Change of Use �Prescriptive Q Component Performance ❑Seattle EnvStd Cornpliance Option (See Decision Flowchart(over)for qualifications) �Systems Analysis Occupancy Group � Nonresidential � Multifamily Residential Clirnate Zone � Climate Zone 1 � Climate Zone 2 (See WSEC 302.3 for county list) Fenestration Area Calculation Total Fenestration (rough opening) Gross E�erior These fenestration and wafl values are (vertical&overhd) divided by Wall Area times 100 equals %Fenestration calculated per inputs provided in the ENV-UA form. In the electronic form 512 . 0 — 4 2 6 4 .0 X ��� = 12 .0% these cel/s auto-filf and cannot be edited. Aliowable if project meets all requirements as defined in section 1310.2. Only allowed as Semi-Heated Path YeS prescriptive path and must be calculated separately from other conditioned spaces. Limited to � �� reduced wall insulation levels. Requires other fuel heating and qualifying thermostat. Envelope Requirements(enter values as appiicable) Envelope Requirements(continued) Minimum Insulation R-values Maxlmum U-factors Roofs-insulation Above Deck R-20 Vertical Fenestration Roofs-Metal Building Non-Metal Frame 0.2 8 Roofs-Single Rafter Metal Frame Roofs-Attic and All Others R-4 9 Entrance Door Walls-Mass Skylights-Without Curb Walls-Metal Building Skylights-With Curb Walls-Steel Framed Opaque Doors-Swinging 0.6 0 Walis-Wood Framed and Other R-21 Opaque Doors-Non-Swinging Floors-Mass Maximum SHGC(or SC) Floors-Steel Joist Vertical Fenestration Floors-Wood Framed and Oiher Non-North Maximum F-factors North Slabs-on-Grade-Unheated None Skylights Slabs-on-Grade-Heated Notes: • • ' � • • • � � ' • � • � 2009 Washington State Energy Code Comptlance Forms for Nonresidential and Multifamily Residential Revfsed Februery 2011 ProjectAddress Yeim Craek OfEice Building Date 05/13/2013 Occupancy Group � Nonresidentfal � Multifamily residential Clear For Building Department Use Climate Zone 0 Zone 1 � Zone 2 Fenestration Area as�io gross exterior wall area 12.0� Max.Target: 40.0`k Notes:1:If fenestration area exceeds ma�timum allowed,then calculate adjusted areas on Target Area Adjustment sheet on the backside of the ENV-SHGC form. 2:U-factors shall come from chapter 10 or calculated per 1332. See the ENV-CHK worksheet for example of how to complete the rows on this form. Buflding Component Proposed UA Target UA Provide assembl ID&page/plan#for each bld .element U-factor x Area(A) =UA(U x A U-factor x Area A = UA U x A Y R- �p; 0.034 m R= ID: Above Deck Insulation U-0.034 0 R= ID: � a R= ID: 0.031 o °_° R= ID: Metal Building U-0.031 � � R= I D: � R=49 ID: 0.020 2700 54.0 0.027 3061 82.6 � R=2o ID: 0.05o s51 1e.1 Single raft,attic,other U-0.027 � R= I D: € R= ID: 0.064 � R= ID: Steel frame/metal bldg U-0.064 � R= ID: > � R= ID: 0 Q .c R=21 ID: 0.051 3692 168.3 0.057 3692 210.4 �, � R= ID: Wood Frame,other U-0.057 � � R= ID� � Q R= ID: o.iso m � � R= ID: Mass Wall U-0.150 m R= ID: � R= I D: Proposed assembiy U-factor from Tables 10-5 thru 10-56 �? R= ID: 0.150 o� R= ID: Assumed to be Mass Wall U-0.150 � °' R= ID: ' m�° m � Proposed assembly U-factor from Tables 10-5 thru 10-5B. Do NOT use Table 10-1. I a� � U=0.6 ID: 0.600 60 36.0 0.60 60 36.0 � � �o U= I D: All Doors U-0.60 O� U= ID: �, R= ID: 0.029 $ R= I D: Floors U-Q.029 LL" R= I D: F-factor� x Perimeter =UA(U x A) F-factor x Perimeter= UA(U x A) a� R=None ID: 0.730 I y5� 187.6 0.540 257 138.8 � a R= ID: Slab-On-Grade U-0.540 L � � R= ID: , ° � R= ID: � 0.360 � .. � � R= ID: Heated Slab-On-Grade U-0.360 = Proposed assembly F-factors can use the unheated values in Table 10-2 � ne 1 CMU Ils me tin9 Tab e 13-1p tnote 1 c�[l be entered Area UA Area UA wit�i�1-v�l�e���,1�5 rat�erihan�able 10-��i values. I�lans must clear y s a e oo no e requirements. Page 1 Subtotal 7070 484 7070 468 Continue on to back of form • 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily - • � - � • - • • • ' - • - , � ProjectAddress Yelm creak Office Building Date 05/13/2013 Fenestration Area as�ia gross exterior wall area 12.0� Max.Target: 40.0� For Building Department Use Notes:1:If fenestration area exceeds maximum allowed,then calculate adjusted areas on Target Area Adjustment sheet on the backside of the ENV-SHGC form. 2:Provide NFRC or Table 10-6 U-factor(See Section 1312.1)for fenestration assemby(combined See the ENV-CHK worksheet for example of how to complete the rows on this form. Building Component Proposed UA Target UA Provide assembly ID&page/plan#for each bldg.element U-factor x Area(A) =UA(U x A U-factor x Area(A)= UA(U x A) � � U= ID: 0.40 � U= ID: Metal Frame m U= ID: U-0.40 o � U= ID: @@ U=0.28 ID: 0.28 512 143.4 0.32 512 163.8 � � U= ID: Non-Metai Frame � o U= ID: U-0.32 `� Z U= ID: � � U= ID: 0.60 � U= ID: Metai Entance Door a�i U= ID: U-0.60 � U= ID: � U= ID: 0.50 v U= ID: Without Curb � Z U= ID: U-0.50 o, U= ID: �' � U= ID: 0.60 � �j U= ID: Including Curb w U= ID: U-0,60 � U= iD: Area UA Area UA Page 2 Subtotal 512 143 512 164 Page 1 Subtotal 7070 484 7070 468 To comply: Total 7582 627 7582 632 1)Proposed Total UA shall not exceed Target Total UA. 2)Proposed Totai Area shall equal Target Total Area. 2009 Edition i SECTION 1003—ON-GRADE SLAB FLOORS Two Foot(or four foot)vertical: Insulation is applied 1003.1 General:Table 10-2 lists heat loss coefficients for directly to the slab exterior,extending downward from the heated on-grade slab floors,in units of Btu/h•°F per lineal top of the slab to a depth of 2 feet(or 4 feet)below grade. foot of perimeter. Two Foot(or f'our foot)horizontal:Insulation is 1003.2 Component Description:All on-grade slab floors applied directly to the underside of the slab,and run are assumed to be 6 inch concrete poured directly onto the horizontally from the perimeter inward for 2 feet(or 4 feet). earth. The bottom of the slab is assumed to be at grade line. The slab edge is exposed in this configuration. Monolithic and floating slabs are not differentiated. Note:A horizontal installation with a thermal break of at Soil is assumed to have a conductivity of least R-5 at the slab edge should use the vertical-case 0.75 Btu/h•ft2•°F. Slabs 2 feet or more below grade should F-factors. use basement coefficients. Fully insulated slab:Insulation extends from the top of 1003.3 Insulation Description:Coefficients are provided the slab,along the entire perimeter,and completely covers for the following three configurations: the area under the slab. Thicker perimeter insulation covers the slab edge and extends 2 feet under the slab. TABLE 10-2 DEFAULT F-FACTORS FOR ON-GRADE SLABS (� Insulation t e R-0 R-5 R-10 R-15 Unheated Slab ----� Uninsulated slab 0.73 ,- -- -- -- 2 ft Horizontal o thermal break -- 0.70 0.70 0.69 4 ft Horizontal No thermal break) -- 0.67 0.64 0.63 2 ft Vertical -- 0.58 0,54 0.52 4 ft Vertical -- 0.54 0.48 0.45 Eull insulated slab -- -- 0.36 -- Heated Slab Uninsulated slab 0.84 -- -- -- Full insulated s1aU -- 0,74 0.55 0.44 R-5 Center With erimeter insulation) -- -- 0.66 0.62 R-10 Center With erimeter insulation -- -- -- 0.51 3 ft Vertical -- " �•78 "' � � Effective July 1,2010 47 2009 Edition 1 SECTION 1005—ABOVE-GRADE WALLS 1005,3 Component Description: Default coefficients for 1005.1 General: Table 10-5, 10-SA and 10-SB list heat the following types of walls are listed:single-stud walls, loss coefficients for the opaque portion of above-grade strap walls,double-stud walls,log walls,skress-skin panels, wood stud frame walls,metal stud frame walls and concrete metal stud walls,and metal building walls. masonrywalls(Btu/h•ft2•°F)respectively. They are Single-Stud Wall,Tables 10-5(1)through 10-5(8): derived from procedures listed in Staudard RS-1,listed in Assumes either 2x4 or 2x6 studs framed on 16 or 24 inch Chapter 7. For intermediate floor slabs which penetrate the centers. Headers are solid for 2x4 walls and double 2x for insulated wall,use the concrete wall U-factors in Table 2x6 walls,with either dead-air or rigid-board insulation in 10-SB. the remaining space. Insulation is assumed to uniformly fill the entire cavity Strap Wall,Table 10-5(9)• Assumes 2x6 studs framed on and to be installed as per manufacturer's directions. All 16 or 24 inch centers. 2x3 or 2x4 strapping is run walls are assumed to be finished on the inside with 1/2 inch horizontally along the interior surface of the wall to provide gypsum wallboard,and on the outside with either beveled wood siding over 1/2 inch plyvrood sheathing or with 5/8 additional space for insulation, inch T1-11 siding. Insulated sheathing(either interior or pouble-Stud Wall,Tables 10-5(10)and 10-5(11): exterior)is assumed to cover the entire opaque wall surface. Assumes an exterior structural wall and a separate interior, ( Metal building walls have a different coushuction and are non-structural wall. Insulation is placed in both wail addressed in Table 10-SA(3). cavities and in the space between the two walls. Stud spacing is assumed to be on 24 inch centers for both walls. 1005.2 Framing Description: For wood stud frame walls, three framing types are considered and defined as follows: Log Wall,Table 10-5(12). Standard: Shzds framed on 16 inch centers with double Stress-Skin Panel,Table 10-5(13). top plate and single bottom plate. Corners use three studs Metal Stud Wall,Overall Assembly U-Factors,Table and each opening is framed using two studs. Headers 10-SA(1): Assumes metal studs spaced on 16 or 24 inch consist of double 2x or single 4x material with an air space centers with insulation installed to fill wall cavities. left between the header and the exterior sheathing. Interior Continuous rigid board insulation is applied without ( partition walUexterior wall intersections use tv✓o studs in creating uninsulated voids in the wall assembly. the exterior wall, Metal Stud Wall,Effective R-Values for Metal Framing Standard framing weighting factors: and Cavity Only,Table 10-SA(2):These values may be Studs and plates 0.19 used for the metal-framing/cavity layers in walls with metal Insulated cavity 0.77 shids spaced on 16-or 24-inch centers with insulation Headers 0.04 installed to fill wall cavities in lieu of using the zone Intermediate: Studs framed on 16 inch centers with method provided in Chapter 25 of Standard RS-1 listed in douUle top plate and single bottom plate. Corners use two Chapter 7. studs or other means of fully insulating corners,and each Metal Building Wall,Table 10-SA(3): A wall whose opening is framed by two studs. Headers consist of double stnzcture consists of inetal spanning panels supported by 2x material with R-10 iusulation between the header and steel structural members(does not include spandrel glass or exterior sheathing. Interior partirion walUexterior wall metal panels in curtain wall systems).The first nominal R- intersections are fully insulated in the exterior wall, value is for insulation compressed between metal wall Intermediate framing weighting factors: panels and the steel struclure.For double-layer installations, Studs and plates 0.18 the second rated R-value of insulation is for insulation Insulated cavity 0.78 installed from the inside,covering the girts.For continuous Headers 0.04 insulation(e.g.,insulation boards)it is assumed that the insulation boards are installed on the inside of the girts and L��'` Advanced: Studs framed on 24 inch centers with double uninterrupted by the framing members.Insulation exposed � \ top plate and single bottom plate. Corners use two studs or to the conditioned space or semiheated space shall have a other means of fully insulating corners,and one stud is used facing,and all insulation seams shall be continuously sealed to support each header, Headers consist of double 2x to provide a continuous air barrier. material with R-10 insulation between the header and exterior sheathing. Interior partition waiUexterior wall Concrete and Masonry Walls,Table 10-SB{i). intersections are fully insulated in the exterior wall. Peripheral Edges of Intermediate Concrete Floors, Advanced Framing Weighting Factors: Table 10-SB(2). Studs and plates 0.13 � Insulated cavity 0.83 Headers 0.04 Effective July 1,2010 49 WASHINGTON STATE ENERGY CODE � TABLE 10-5(5)���� ����~`�, 2 x 6 Single Wood 5tud: R-21 Batt ___N._���,�w�.�---�- --� Sidin MateriallFramin T e m"� La ed Wood T1-11 R-value of NOTE: Foam Board STD INT ADV STD INT ADV Nominal Batt R-value: 0 0.057 0.054 0.051 0.060 0.056 0.053 R-2l at 5.5 inch thickness 1 0.054 0.051 0.048 0.056 0.053 0.050 2 0.050 0.048 0.045 0,052 0.050 0.047 Installed Batt R-value: 3 0.048 0.045 0.043 0.049 0.047 0.045 R-21 in 5.5 inch cavity 4 0.045 0.043 0.041 0.047 0.045 0.043 5 0.043 0.041 0,040 0.044 0.042 0.041 6 0,041 0.039 0,038 0.042 0.041 0.039 � 0.039 0.038 0.036 0.040 0,039 0.037 8 0.038 0.036 0.035 0.039 0.037 0.036 9 0.036 0.035 0.034 0.037 0.036 0.035 10 0.035 0.034 0.033 0.036 0.035 0.033 11 0.033 0.033 0.032 0.034 0.033 0.032 12 0.032 0.031 0.031 0.033 0.032 0.031 � TABLE 10-5(6) 2 x 6 Single Wood Stud: R-22 Batt Sidin MateriallFramin T e La ed Wood T1-11 R-value of NOTE: Foam Board STD INT ADV STD INT ADV � Nominal Batt R value: 0 0.059 0.055 0.052 0.062 0.058 0.054 R-22 at 6.75 inch thickness 1 0.055 0.052 0.049 0.057 0,054 0.051 2 0.052 0.049 0.047 0.054 0.051 0.048 Installed Batt R-value: 3 0.049 0.046 0.044 0.050 0.048 0.046 R-20 in 5.5 inch cavity 4 0.046 0,044 0.042 0.048 0,046 0.044 S 0.044 0.042 0.041 0.045 0.043 0.042 6 0.042 0.040 0.039 0.043 0.042 0.040 '7 0.040 0.039 0.037 0.041 0,040 0,038 8 0.038 0.037 0.036 0.039 0,038 0,037 9 0.037 0.036 0.035 0.038 �.037 0.035 10 0.035 0.034 0.033 0.036 0.035 0.034 I1 0.034 0.033 0.032 0.035 0.034 0.033 12 0.033 0.032 0.031 0.034 0.033 0.032 l 52 Effective July 1,2010 WASHINGTON STATE ENERGY CODE TABLE 10-7 � DEFAULT U-FACTORS FOR CEILINGS Standard Frame Advanced Frame Ceilin s Below Vented Attics Fiat Baffled R-19 0.049 0,047 R-30 0.036 0,032 0.031 0. 6 R-49 1 0.027 0.020 0.025 0. 7 ', Scfssors Truss , R-30 (4/12 roof itch 0.043 0.031 ' R-38 4/12 roof itch) 0.040 0,025 R-49 4/12 roof itch 0,038 0.020 R-30 5/12 roof itch) 0.039 0.032 R-38 (5/12 roof itch 0.035 0.026 , R-49 (5/12 roof itch 0.032 0,020 Vaulted Ceilin s 16"O.C. 24"O.C. ', Vented I R-19 2x10'oist 0,049 O,U48 ' R-30 2x12 joist 0.034 0.033 R-38 2x14'oist 0.027 0.027 Unvented R-30 2x10'oist 0.034 0.033 R-38 2x12 joist 0.029 0,027 � R-21+R-21 2x12'oist 0.026 0.025 Roof Deck 4x Beams,48"O.C. R-12.5 2" Ri id insulation 0.064 R-21.9 3.5"Ri id insulation 0.040 R-37.5 6" Ri id insulation 0.025 R-50 8" Ri id insulation 0.019 � 68 Effective July 1,2010 . =�4�;i,� Account 1000 L�urel St. ��' ' Statement Milton, WA 98354 ���� '��` , . .• , . Ph: 253-922-8733 -� L�l ��j�QRPURI�•��p y ACCOUNT: 005060-000 �aX: 253-922-23�5 �''7�-��.�`90�� SERVICE ADDRESS: 210 27TH AVE#J (RECBLD) SERVICE PERIOD: 2/16/2013 to 3/15/2013(28 days) BILLING DATE: 3/ZO/2013 DUE DATE: 4/15/2013 . , SUNDANCE APARTMENTS Previous Reading Current Reading 210 27TH AVE Serfal N Date Reading Date Reading Cons REC BUILDING 25.07� 1/22/2013 40461 2/26/2013 46290 5829 C/O MANAGER 25.0730D--�7 1/22/2013 1774 2l26/2013 1815 41 MILTON,WA 98354 25.07301� 1/22/2013 so� z�zs�2o�s so� o Electric 411.87 Water 441.51 Storm 1,136.00 TOTAL CURRENT CHARGES 1,989.38 •- �o� � — — ---- PREVIOUS BALANCE 4,108.78 eoo� -- - - --.�-- — � Thank you for your payment -3,747.61 s000 I -- -- --- . ----- ::. - ADJUSTMENTS 18.06 ,000� �— � — a,' — --- ADDITIONAL BILLING 0.00 � � CURRENT CHARGES a000�� �, — E,� — 1,989.38 , ,. .r �_ �. � �� � � ,- xono �� r — �� � �` "� : z - � — �'• TOTAL AMOUNT DUE 2,368.61 a ;:' .':__ �` - , �;` ;` ! � AIAR APR MAY JUN JUL AUG $EP OCT NOV UEC JAN FEB MAR � Current Cons ' Payment ' • ' Coupon TOTALAMOUNT DUE BY 4/15/2013 2,368.61 • .• . • • . PLEASE RETURN THIS PORTION ALONG WITH YOUR PAYMENT REMIT PAYMENT TO: PLEASE MAKE CHECK PAYAIILE TO: CITY OF MILTON ACCOUNT: 005060-000 SERVICE ADDRESS: 210 27TH AVE#J (RECBLD) SERVICE PERIOD: 2/16/2013 to 3/15/2013 (28 days) City of Milton-RLI Box#4338 BILLING DATE: 3/20/2013 PO Box 34338 DUE DATE; 4/1512013 Seattle,WA 98124-1338 SUNDANCE APARTMENTS 210 27TH AVE REC BUILDING C/0 MANAGER MILTON,WA98354 �0506000D00236861,7 1000 Laui•el St. "'� � Account Milton, WA 98354 Statement . .• . Ph: 253-922-8733 ���� . ��y�ORR(�ib{7•gf�: ,�. ACCOUNT: 005060-000 FaX: 253-922-23�5 � '�_!)07 ` SERVICE ADDRESS: 210 27TH AVE#J (RECBLD) SERVICE PERIOD: 1/16/2013 to 2115/2013(31 days) BILLING DATE: 2I21I2013 DUE DATE: 3/15/2013 , � SUNDANCE APARTMENTS Prevtous Reading Current Reading 210 27TH AVE Serial No Date Reading Date Reading Cons REC BUILDING 25.0730E 12/19/2012 34608 1l22/2013 40461 5853 C/O MANAGER 25.0730D 12/19/2012 1770 1/22I2013 1774 4 MILTON,WA98354 25.07301 �2/�si2o12 so� �i2212o�s so� o Electric 413.51 Water 339.54 Storm 1,136.00 TOTAL CURRENT CHARGES 1,889.05 .- �o�- -- — PREVIOUS BALANCE 2,114.03 e�o;.---- 5 -- ---- PAYMENTS RECEIVED 0.00 50W � -_-'-_'-. . ------ — - > — � :� � ADJUSTMENTS 105.70 :., ___._-.. .,� -J `:. . 4�r �--- �—"� ADDITIONAL BILLING 0.00 '� = ` ; CURRENT CHARGES 1,889,05 �� ------ _- , in za� _ - -- - - ' ,000 � -�� �°_ — � TOTAL AMOUNT DUE 4,108.78 � a = - - FEB MAR APR AIAV JUN JUL AUG SEP� OCT NOV DEC JAN FEB ' �� CUrrent ConS i Payment ' ' ' Coupon TOTALAMOUNT DUE BY 3/15I2013 4,108.78 . .- . . . . PLEASE RETURN THIS PORTION ALONG WITH YOUR PAYMENT REMIT PAYMENT TO: PLEASE MAKE CHECK PAYABLE TO: CITY OF MILTON ACCOUNT: 005060-000 SERVICE ADDRESS: 210 27TH AVE#J (RECBLD) SERVICE PERIOD: 1/16/2013 to 2/15/2013 (31 days) City of Milton-RLI Box#4338 BILLING DATE: 2121/2013 PO Box 34338 DUE DATE; 311 512 0 1 3 Seattle,WA 98124-1338 SUNDANCEAPARTMENTS 210 27TH AVE REC BUILDING C/0 MANAGER MILTON,WA98354 Q05060000004],D8789 .��: Account 1000 Laurel St. 4�i � + ' $tat@iY1@Ylt Milton, WA 98354 ���°�° , . .. . . Ph: 253-922-8733 1� ���y�O1tPU1lit7�p, -�. ACCOUNT: 005060-000 Fa7I: 253-922-23�5 ��.�-�����4�1.h0�� SERVICE ADDRESS: 210 27TH AVE#J(RECBLD) SERVICE PERIOD: 12/18l2012 to 1/15/2013(29 days) BILLING DATE: 1/22l2013 DUE DATE: 2I1512013 � SUNDANCE APARTMENTS Previous Reading Current Reading 210 27TH AVE Serial No Dale Reading Date Reading Cons REC BUILDING 25.0730E 11I20/2012 29272 12I19I2012 34608 5336 C/0 MANAGER 25.0730D �1/2azot2 176n 12/�9�2otz t��o s MILTON,WA98354 25.07301 �v2oizo�z so� �2i�sno�z so� o Electric 378.20 Water 344.36 Storm 1,136.00 TOTAL CURRENT CHARGES 1,858.56 .- ,o�� ----— — ----- – -- PREVIOUS BALANCE 3,884.78 fi000�� --- — — — ----�--- — - Thank you for your payment -3,552.22 I — s000' -- — -- '�.� i ADJUSTMENTS -77•09 I � ' � � � -- � ADDITIONAL BILLING 0.00 4000 i� — — j �_'.' � ;s �'x� CURRENTCHARGES 1,858.56 aaoo � `. r� �� r p r � +�_ s000 : a,' � :, — ,�o r � -` �; �} � ' ' TOTAL AMOUNT DUE 2,114.03 o _ _ JAN FEB h1AR MR MAV JUN JUL AUG SEP OGT NOV �EC JAN �' Current Cons Payment ' ' � Coupon TOTALAMOUNT DUE BY 2/15l2013 2,114.03 . .- . . . . PLEASE RETiJRN THIS PORTION ALONG WITH YOUR PAYMENT REMIT PAYMENT TO: PLEASE MAKL;CHECK PAYABLE TO: CITY OF MILTON AGCOUNT: 005060-000 SERVICE ADDRESS: 210 27TH AVE#J (RECBLD) SERVICE PERIOD: 12/18/2012 to 1/15/2013(29 days) City of Milton-RLI Box#4338 BILLING DATE: 1/22/2013 PO Box 34338 DUE DATE: 2115/2013 Seattle,WA 98124-1338 SUNDANCE APARTMENTS 210 27TH AVE REC BUILDING C/O MANAGER MILTON,WA98354 0050600000�2114037 1000 Laurel St. �� Account Milton, WA 98354 Statement ���� � � . .. . . Ph: 253-922-8733 ���pis��j�,ST�?�j ACCOUNT: 005060-000 FaX: ZS3-�ZZ-Z3�S �' a90'1^'� SERVICE ADDRESS: 210 27TH AVE#J(RECBLD) SERVICE PERIOD: 11/16/2012 to 12/17/2012 BILLING DATE: 12/20/2012 DUE DATE: 111 512 0 1 3 SUNDANCE APARTMENTS , Previous Reading Current Reading 210 27TH AVE Serlal No Dale Reading Date Reading Cons REC BUIIDING 25.0730E �o��arzo�z zsssa �uzoi2o�z 2s2�z 5578 C/O MANAGER 25.0730D 10I18I2012 1756 11/20/2D12 1764 8 MILTON,WA 98354 25.07301 �o/is�2o12 so7 �t�2o/2oi2 so� o Electric 394.73 Water 349.18 Storm 1,136.00 TOTAL CURRENT CHARGES 1,879.91 .- �oo� ----- — - PREVIOUS BALANCE 1,909.40 60�0�--- --- - - - PAYMENTS RECENED 0.00 sooa , -------- -- - �., — ADJUSTMENTS 95.47 a000 -� �— ��- - �--' ADDITIONAL BILLING 0.00 3� '� � _ __—_ __.k ` — CURRENT CHARGES 1,879.91 i�'� � ,�; i z000 -- - � �000 I- � - � �' ¢ -' TOTAL AMOUNT DUE 3�884.78 o _ —_ DEC JAN FEB MAR APR MAV JUN JUL AUG SEP OCT NOV DEC � ��rrent Cons ; Payment ' ' ' Coupon TOTALAMOUNT DUE BY 1/15/2013 3,884.78 • .• . . • � PLEASE RETURN THIS PORTION ALONG WITH YOUR PAYMENT REMIT PAYMENT TO: PLEASE MAKE CHECK PAYABLE TO: CITY OF MILTON ACCOUNT: 005060-000 SERVICE ADDRESS: 210 27TH AVE#J(RECBLD) SERVICE PERIOD: 11/16/2012 to 12/17/2012 City of Miiton-RLI Box#4338 BILLING DATE: 12/20/2012 PO Box 34338 DUE DATE: 1/15/2013 Seattle, WA 98124-1338 SUNDANCE APARTMENTS 210 27TH AVE REC BUILDING CIO MANAGER MILTON,WA98354 005060000�03884786 100Q Laurei St. �'' j Account Milton, WA 98354 Statement ���� � . .- . . Ph: 253-922-8733 �� �� �y�01t1'�fLt . � ACCOUNT: 005060-000 Fa7t: 253-922-23�5 �,.'�"��� �(.90`I` `- SERVICE ADDRESS: 210 27TH AVE#J(RECBLD) SERVICE PERIOD: 10/16/2012 to 11/15/2012 BILLING DATE: 11/21/2012 DUE DATE: 12115/2012 SUNDANCE APARTMENTS , 210 27TH AVE Prevfous Reading Current Reading Serial No Date Reading Date Reading Cons REC BUILDING 25.0730E 9/19/2012 18898 10l18I2012 23694 4796 C/O MANAGER 25.0730D 9/19/2012 1751 10/18I2012 1756 5 MILTON,WA 98354 25.07301 s/1s/zo12 so� �onai2o�2 so7 0 Electric 341.32 Water 341.95 Storm 1,136.00 TOTAI.CURRENT CHARGES 1,819.27 •- �a�o - --- - - -� PREVIOUS BALANCE 3,756.63 _. i e000,� --- - ------- -- ---- ,'; --- Thank you for your payment -3,670.79 s000�-- -,: ----- - - - - ADJUSTMENTS 4.29 i ,o��.� -- �- - � � � ADDITIONAL BILUNG 0.00 ,oao N-- ':J *+ �' - —'.; f� -� r: ` � CURRENT CHARGES 1,819.27 ,, zooa�� ��� - , � � 1== ' - ;; 't � ,, �o�', ��, ; � - �x �` � ` TOTAL AMOUNT DUE 1,909.40 0 �� `. �: � �; : _ NOV DEC JAN FEB MAR APR MAV JUN JUl AUG SEP OCT NOV �� Cur�ent Cons ,' Payment ' ' ' Coupon TOTALAMOUNT DUE BY 12/15/2012 1,909.40 . .• . . . . PLEASE RETURN THIS PORTION ALONG WITH YOUR PAYMENT REMIT PAYMENT TO: PLEASE MAKE CHECK PAYABLE TO: CITY OF MILTON ACCOUNT: 005060-000 SERVICE ADDRESS: 210 27TH AVE#J (RECBLD) SERVICE PERIOD: 10/16/2012 to 11l15/2012 City of Milton-RLI Box#4338 BILLING DATE: 11/21/2012 PO Box 34338 DUE DATE: 12/15/2012 Seattle,WA 98124-1338 SUNDANCE APARTMENTS 210 27TH AVE REC BUILDING C/O MANAGER MILTON, WA98354 p05�600�D�019D9403 r-_I�� 1000 Law�el St. � ' � �t ccount Milton, WA 98354 S�atement ���� � ' '� ' � Ph: 253-922-$733 �p�tPUlt,f " ACCOUNT: 005060-000 ,-1�' TI!!Y.. �� Fa7t: 253-922-Z.3�S ��--'��y_90'�''°`' SERVICE ADDRESS: 210 27TH AVE#J(RECBLD) SERVICE PERIOD: 9/18/2012 to 10/15/2012 BILLING DATE: 10/22/2012 DUE DATE: 11l15/2012 . , SUNDANCE APARTMENTS Previous Reading Current Reading 210 27TH AVE Serlal No Date Reading Date Reading Cons REC BUILDING 25.0730E 8/21I2012 13833 9/19/2012 18898 5065 C/O MANAGER 25.0730D 8/21/2012 1732 9/19/2012 1751 19 MILTON,WA98354 z5.o7aoi e�2t�2o�z so7 9/19/2012 so� o Electric 359.69 Water 379.69 Storm 1,136.00 TOTAL CURRENT CHARGES 1,875.38 �- s000�---- ---- ------ � PREVIOUSBALANCE 1,973.83 500o y -- -- - --- --- -- Thank you for your payment -182.17 40� ____ _�_ } �� � , _, ADJUSTMENTS 89.59 � I ADDITIONAL BILLING 0.00 — �-- - � _ _._— _ a000 4 X — --- � � CURRENT CHARGES 1,875.38 r: �: ,�� , , , .. �� c ;, �-, zoao _ _ _ ; _ _. ' c; ,°°°' - - - TOTAL AMOUNT DUE 3,756.63 o ,.. � �f � ?__ OCT NOV DEC JAN fEB MAR APR MAV JUN JUl AUG SEP OC7 �� Gurrent Gons t Payment ' • ' Coupon TOTALAMOUNT DUE BY 11/15/2012 3,756.63 . •• • . . � PLEASE RETURN THIS PORTION ALONG WITH YOUR PAYMENT REMIT PAYMENT TO: PLEASE MAKE CHECK PAYABLF.'f0: CITY OF MILTON ACCOUNT: 005060-000 SERVICE ADDRESS: 210 27TH AVE#J (RECBLD) SERVICE PERIOD: 9/18/2012 to 10/15/2012 City of Milton-RLI Box#4338 BILLING DATE: 10/22/2012 PO Box 34338 DUE DATE: 11/15/2012 Seattle, WA 98124-1338 SUNDANCEAPARTMENTS 210 27TH AVE REC BUILDING C/O MANAGER MILTON,WA98354 005060�00003756638 1000 Laurel St. j �� � ��±`�'�s� Account Statement Milton, WA 98354 ��t��� � , � �. , � Ph: 253-922-8733 �����' ���pRl'UlL17Yrp• �, ACCOUNT: 005060-000 F�X: 253-922-23�5 �:::^��-''�!yZ907� SERVICE ADDRESS: 210 27TH AVE#J (RECBLD) SERVICE PERIOD: 8/16/2012 to 9/17/2012 BILLING DATE: 9/24/2012 DUE DATE: 10/15/2012 SUNDANCE APARTMENTS • Previous Reading Current Reading 210 27TH AVE Serial No Da�e Reading Data Reading Cons REC BUILDING 25.0730E 7/18/2012 7450 8/21/2012 13833 6383 C/O MANAGER 25.0730D 7/18/2012 ���o eiz�i2o12 ��3z 22 MILTQN,WA 98354 25.07301 7/18/2012 so� a/z�/zo�2 so� o Electric 449.71 Water 388.12 Storm 1,136.00 TOTAL CURRENT CHARGES 1,973.83 •• e000 — -- — - PREVIOUS BALANCE 1,890.45 So� __ -_---- — ;.�-- Thank you for your payment -1,890.45 �; ADJUSTMENTS 0.00 ,000 -- - — �4�-- ;��� ;�' ,� '�� ADDITIONAL BILLING 0.00 a000 _--------- — t - , CURRENT CHARGES 1,973.83 , , ' 2000 -- �- - - — ' -�- -._.. - . �'�� _.�� ,°°° � TOTAL AMOUNT DUE 1,973.83 a _ _ _ - _ SEP OCT NOV OEC JAN FEB MAR APR MAV JUN� JUL AUO SEP Current Cons s Payment ' • ' Coupon TOTALAMOUNT DUE BY 10/15/2012 1,973.83 • .• • . • . PLEASE RETURN THIS PORTION ALONG WITH YOUR PAYMENT REMIT PAYMENT TO: PLEASE MAKE CHECK PAYABLE TO: CITY OF MILTON ACCOUNT: 005060-000 SERVICE ADDRESS: 210 27TH AVE#J (RECBLD) SERVICE PERIOD: 8/16/2012 to 9/17/2012 City of Milton- RLI Box#4338 BILLING DATE: 9/24/2012 PO Box 34338 DUE DATE: 1 011 5/2 01 2 Seattle,WA 98124-1338 SUNDANCEAPARTMENTS 210 27TH AVE REC BUILDING C/O MANAGER MILTON,WA98354 D050600QOOD1,973839 1000 Larii•el St. �'� ���� Account Milton, wA �s��a �q� Statement ���� �,�I • . .- . . Ph: 253-922-8733 ,y��11U1zt7.n� �:.� ACCOUNT: 005060-000 Fax: 253-922-23�5 �'� ���- ����t90't '� SERVICE ADDRESS: 210 27TH AVE#J (RECBLD) SERVICE PERIOD: 7/17I2012 to 8I15/2012 BILLING DATE: 8/20/2012 DUE DATE: 9/1512012 SUNDANCE APARTMENTS , Previous Reading Current Reading 210 27TH AVE Serial No Date Reading Date Reading Cons REC BUILDING 25.0730E 6119/2012 2370 7/18/2012 7450 5080 C/0 MANAGER ze.o�so� 6/19/2012 �sas �i�aizo�2 ���0 2a MIL.TON,WA 98354 25.07301 6I19I2012 so� �/�e/2o�z so7 0 Electric 360.71 Water 393.74 Storm 1,136.00 TOTAL CURRENT CHARGES 1,890.45 �• fio�o � -- -------- -- — —� PREVIOUS BALANCE 1,906.40 s000� i� -- —� „� Thank you for your payment -1,701.34 ADJUSTMENTS -205.06 4000 � _____ ,.' � :� ��� ' ' �= f,;; ADDITIONAL BILLING 0.00 300° — — — CURRENT CHARGES 1,890.45 ,, s000 -- - r +°°°,� — -� - TOTALAMOUNTDUE 1,890.45 ,� �: o - - -- - �_ SEP OCT NOV DEC JAN FEB MAR MR� AIAV JUN JUL AUa ��:, Current Cons Payment ' ' ' Coupon TOTALAMOUNTDUEBY 9/15/2012 1,890.45 • •- • . . . PLEASE RETURN THIS PORT[ON ALONG WITH YOUR PAYMENT REMIT PAYMENT TO: PLEASE MAKE CHECK PAYABLE TO: CITY OF MILTON ACCOUNT: 005060-000 SERVICE ADDRESS: 210 27TH AVE#J (RECBLD) SERVICE PERIOD: 7/17/2012 to 8/15/2012 City af Milton-RLI Box#4338 BILLING DATE: 8/20/2012 PO Box 34338 DUE DATE: 9/15l2012 Seattle,WA 98124-1338 SUNDANCEAPARTMENTS 210 27TH AVE REC BUILDING C/O MANAGER MILTON,WA98354 005060000007,89�454 ' - ��� Account 1000 Laurel St. � ` StatE.,ment Miiton, WA 98354 ���� . . .- . . Ph: 253-922-8733 ���p,tr�tzar�,� v�, ACCOUNT: 005060-000 Fd7(: ZS3-922-2385 ��j901 '� SERVICE ADDRESS: 210 27TH AVE#J(RECBLD) SERVICE PERIOD: 6/16/2012 to 7/16/2012 BILLING DATE: 7/18l2012 DUE DATE: 8/15/2012 SUNDANCEAPARTMENTS , Previous Reading Current Reading 210 27TH AVE Serial No Date Reading Date Reading Cons REC BUILDING 25.0730E 5117/2012 97468 6/19/2012 2370 4902 C/O MANAGER 25.0730D 5117/2012 1652 6/19/2012 1686 34 MILTON,WA98354 25.07301 5117/2012 so� sn9/zo�z so� o Electric 348.56 Water 421.84 Storm 1,136.00 TOTAL CURRENT CHARGES 1,906.40 •- fi�o j- - - PREVIOUS BALANCE 1,716.58 bo��-_ __--- -_ _ Thank you for your payment -1,716.58 ;'z ADJUSTMENTS 0.00 a000 —— – - --r——� '"�� ADDITIONAL BILLING 0.00 '°°° ------ ` -- CURRENT CHARGES 1,906.40 ;-� - �"� :o� — - - - , . I '°°° i " - .; �'; TOTAL AMOUNT DUE 1,906.40 .e :' <, a . _ _. . _ _ _ __ AUG SEP OCT NOV DEC JAN FEB MAR APR MAV JUN Jl1L iriiii�irii " Current Cons �; Payment ' ' ' Coupon TOTALAMOUNT DUE BY 8/15/2012 1,906.40 • •• • . . . PI,EASE RETURN THIS PORTION ALONG WITH YOUR PAYMENT REMIT PAYMENT TO: PLEASE MAKE CHECK PAYABLE TO: CITY OF MILTON ACCOUNT; 005060-000 SERVICE ADDRESS: 210 27TH AVE#J(RECBLD) SERVICE PERIOD: 6/16/2012 to 7/16/2012 City of Milton-RLI Box#4338 BILLING DATE: 7!1 Sl2012 PO Box 34338 DUE DATE; 8/1512012 Seattle,WA 98124-1338 SUNDANCE APARTMENTS 210 27TH AVE REC BUILDING C/O MANAGER MILTON,WA98354 �05�60000�019064Q9 1000 Laui•el St. � ' � � Account Miiton, WA 98354 Statement ����� , ' '- . . Ph: 253-922-8733 Fax: 253-922-23�5 - 'G�������t�L�n � � ACCOUNT: 005060-000 �,190'f °-� SERVICE ADDRESS: 210 27TH AVE#J(RECBLD) SERVICE PERIOD: 5/16/2012 to 6/15/2012 BILLING DATE: 6/20/2092 DUE DATE: 7115/2012 , , SUNDANCE APARTMENTS Previous Reading Current Reading 210 27TH AVE Serial No Date Reading Date Reading Cons REC BUILDING 25.0730E 4118/2012 93145 5/17/2012 97468 4323 C/O MANAGER 25.0730D 4/18/2012 1638 5117/2012 1652 14 MILTON,WA 98354 25.07301 4118/2012 so� 5I17I2012 so7 0 Electric 309.01 Water 365.64 Storm 1,136.00 TOTAL CURRENT CHARGES 1,810.65 .- a000 , - -- — - -- -----� PREVIOUS BALANCE 3,724.31 5� .I .___ — " __ __— --- Thank you for your paymenl -3,632.87 + __,'__ ADJUSTMENTS -185.51 ,000 - �� �� �� � ADDITIONAL BILLING 0.00 J00°� - � y`� � � CURRENT CHARGES 1 810.65 ,� 3 : _ _� ' a000 r — . .. . :. �.. � 3 : � � � � '- - � TOTAL AMOUNT DUE 1,716.58 ,� , - o . _., -1 JUl AUG SEP QCT NOV DEC JAN FEB MAR APR ANV JUN Gurrent Cons i Payment ' ' ' Coupon TOTALAMOUNT DUE BY 7/15/2012 1,716.58 • .• . • . . PLEASE RETURN THIS PORTION ALONG WITH YOUR PAYMENT REMIT PAYMENT TO: PLEASE MAKE CHECK PAYABLE TO; CITY OF MILTON ACCOUNT: 005060-000 SERVICE ADDRESS: 210 27TH AVE#J (RECBLD) SERVICE PERIOD: 5/16/2012 to 6/15/2012 City of Milton-RLI Box#4338 BILLING DATE: 6l20/2012 PO Box 34338 DUE DATE: 7/15/2012 Seattle,WA 98124-1338 SUNDANCE APARTMENTS 210 27TH AVE REC BUILDING C/O MANAGER MILTON, WA98354 00506000000177,6584 1000 Laui•el St. I�� `'�' � Account Milton, WA 98354 �/,����� �q� Statement Ph: 253-922-8733 �Vl�. .^._ L�I ���pRl'Utb19�j}. ACCOU NT: 005060-000 Fa�: 253-922-23�5 �'"�� 190'i- " SERVICE ADDRESS: 210 27TH AVE#J (RECBLD) SERVICE PERIOD: 4/17/2012 to 5/15/2012 BILLING DATE: 5/17/2012 DUE DATE: 6/1512012 � SUNDANCE APARTMENTS previous Reading Current Reading 210 27TH AVE Serial No Date Reading Date Reading Cons REC BUILDING 25.0730E 3/19/2012 88716 4/18/2012 93145 4429 C/O MANAGER 25.07300 3119/2012 ts2s ai�a�2o12 tssa s MILTON,WA 98354 25.o�soi 3/�slzo�z so� 4118/2012 so� o Electric 316.25 Water 351.79 Storm 1,136.00 TOTAL CURRENT CHARGES 1,804.04 •- 6000i� ---- - — - -.-- . . -; PREVIOUSBALANCE �,g2g.g3 50� �-e+_ � --. . _ _. PAYMENTS RECEIVED 0.00 ' `�; . '' _____ ADJUSTMENTS 91.44 a000 - — �, - ' =' ADDITIONAL BILLING 0.00 aooa��— � --. _ '� � CURRENT CHARGES 1,804.04 ;; ,� : _ ���- -- ,� :o� - E , �r �;' '°°° — �' ` — �° � TOTAL AMOUNT DUE 3,724.31 o �_- ,..; - .. _ — JUN JUL AUG SEP OCT NOV DEC JAN� FE8 MAR APR AIAY � L'UICBht COt1S. % Payment ' ' ' Coupon TOTALAMOUNTDUEBY 6/15/2012 3,724.31 • .• . . • . PLEASE RETURN TH[S PORTIONALONG WITH YOUR PAYMENT REMIT PAYMENT TO: PLEASE MAKE CHECK PAYABLE TO: CITY OF MILTON ACCOUNT: 005060-000 SERVICE ADDRESS: 210 27TH AVE#J (RECBLD) SERVICE PERIOD: 4/17/2012 to 5/15/2012 City of Milton-RLI Box#4338 BILLING DATE: 5/17/2012 PO Box 34338 DUE DATE: 611 512 0 1 2 Seattle, WA 98124-1338 SUNDANCE APARTMENTS 210 27TH AVE REC BUILDING C/O MANAGER MILTON, WA98354 0�50600000037243],3 1000 Laurel St. Account Milton, WA 98354 � Statement ��/l�.���,�� � � �� � � Ph: 253-922-8733 ��G��RrUtLt1'�r�j �_, ACCOUNT: 005060-000 FaX: 253-922-23�5 ��`.--^'""��-�����90'l � SERVICE ADDRESS: 210 27TH AVE#J(RECBLD) SERVICE PERIOD: 3/16/2012 to 4/16/2012 BILLING DATE: 4/19/2012 DUE DATE: 5/15/2012 , � SUNDANCE APARTMENTS Previous Reading Current Reading 210 27TH AVE Serial No Date Reading Date Reading Cons REC BUILDING 25.0730E 2/17/2012 83924 3/19/2012 88716 4792 C/O MANAGER 25.0730D zn�i2o�z �s2o snsnoiz is2s s MILTON,WA 98354 25.07301 2i��i2oi2 so� 3/19I2012 so� o Electric 341.04 Water 351.79 Storm 1,136.00 TOTAL CURRENT CHARGES 1,828.83 .- �000��- ----- PREVIOUS BALANCE 1,101.43 �oo� -�— ----------�, - - - Thank you for your payment -1,101.43 s000� - � ADJUSTMENTS 0.00 i;- aoaa � � � "' `? � � � � ADDITIONAL BILLING O.OQ t "; t .' ,; 2 r'• �°:. ,o� � ,�< r, � ; --� CURRENT CHARGES 1,828.83 � �. �: �,. �: , ��.: zuoo i �- �£ fi; , : ,�o � x � y� ,� — F TOTAL AMOUNT DUE 1,828.83 a � " _. __ _ ._ AIAV JUN JUL AUG SEP OCT NOV OEC JAN' FEB MAR APR iiY'iiiiiiGi` 'Cu1'rent Gohs i Payment ' ' ' Coupon TOTALAMOUNTDUEBY 5/15/2012 1,828.83 • .• . . . . PLEASE RETURN THIS PORTiON ALONG WITH YOUR PAYMENT REM IT PAYMENT TO: PLEASE MAKE CHECK PAYABLE TO: CITY OF MILTON ACCOUNT: 005060-000 SERVICE ADDRESS: 210 27TH AVE#J (RECBLD) SERVICE PERIOD: 3/16/2012 to 4/16/2012 City of Milton-RLI Box#4338 BILLING DATE: 4119/2012 PO Box 34338 DUE DATE: 5/1512012 5eattle,WA 98124-1338 SUNDANCE APARTMENTS 210 27TH AVE REC BUILDING C/O MANAGER MILTON,WA98354 OQ5060000�01828835 ' Account 1000 Lau�•el St. i��, ' Milton, WA 98354 Statement Ph: 253-922-8733 ����� ����0ls�'�lLt���� y�—�. ACCOUNT: 005060-000 F�X: ZS3-922-23�5 �`•���}--`��.�.90'f�� SERVICE ADDRESS: 210 27TH AVE#J(RECBLD) SERVICE PERIOD: 2/16/2012 to 3/15/2012 BILLING DATE: 3/20/2012 DUE DATE: 4/15/2012 „ SUNDANCE APARTMENTS Previous Reading Current Reading 210 27TH AVE Serial No Date Reading Date Reading Cons REC BUILDING 25.0730E 1/23/2012 78980 2117/2012 83924 4944 C/O MANAGER 25.0730D 1l23/2012 16�a z1t7/2o�z �s2o s MILTON,WA 98354 25.o�3oi 1/2sl2o�2 so� 211�/20�2 so� o Electric 351.43 Water 344.36 Storm 1,136.00 TOTAL CURRENT CHARGES 1,831.79 •• — - - PREVIOUS BALANCE 2,094.92 6000, � 5000' -- - --__ _-- P Y ent Thank you for your a m -2,825.28 � '�' �� �' � � _ , ADJUSTMENTS 0.00 a000 r ��--- -- - � �aoo � ` � ADDITIONAL BILLING 0.00 � '. .`r CURRENT CHARGES 1,831.79 z000 — �T=� 'r.... - — �: — � - I r a �.. . ,� .. . ._ .. r� � _ �°°° ; - �; — � � � " � � --� TOTAL AMOUNT DUE 1,101.43 �. �`�` o — - -- APR AIAV JIJN� JUL AUO &EP OCT NOV DEC JAN FEB MAR �. CurrenfCons .;; Payment ' ' ' Coupon TOTALAMOUNTDUEBY 4/15/2012 1,101.43 . •- • . . . PLEASE RETURN THIS PORTION ALONG WITH YOUR PAYMENT REMIT PAYMENT TO: PLEASE MAKE CHECK PAYABL�TO: CITY OF MILTON ACCOUNT: 005060-000 SERViCE ADDRESS: 210 27TH AVE#J (RECBLD) SERVICE PERIOD: 2/16/2012 to 3/15/2012 City of Milton-RLI Box#4338 BILLING DATE: 3/20/2012 PO Box 34338 DUE DATE: 4/1512012 Seattle,WA 98124-1338 SUNDANCE APARTMENTS 210 27TH AVE REC BUILDING C/O MANAGER MILTON, WA98354 00506DOO�OQ7,101431 - Anderson -Peyton Sheet l of ` .SlrtactzrrCll E77�?711L'E'I�i�ag Co�rsi�ltrr��ls Date: 7/27/10 LJ L7❑ A 1"�ivision of ACP Consu(tauts,inc, Design By: GDS Structural Calculativns Vertica!«nd 1«teral structui•rrl ca/c crlretio�:s,for Y�CPC[ItlDlt IJL[Ilflliiif,r Pro,ject& Location: YELM CREEK RECREATION BUILDING Yelm, WA Client: Casey Grot�p Architects 5521 100'�' St SW, Suite A Lake��ood; WA 89499 i Structui•al Andei•son - Peyto�i Engineer: Structi�ral En�ineering CansuJtants 31624 23rd Aveniie So��t1�, S��ite 321 Fede�•al Way, WA 98003 Project Number: 07.238 Code: 2z�:.'�`z t+� Laacls: I. Verticai Li�je Loads Roof 25 PSF(Sno�a�} II. Lateral Loads: Wind Crite�•ia: Basic�Wii�d Speed, 85 MPH Exposw�e, B l�u= ].0 Seismic Criteria; Seismic Desig�i Categoiy"D" Site Class, D iF= I.0, S5= 1.139, S„=0.397 t.s`., llI. Soils Data er GEO Resources, LLC re�ort dated 8/29/07 : Beai•ing Ca}�acity=2500 PSF , � � � �� � y• • O '�', ' x =�_ �;�. 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Prajeci Desc.: Projecl Noles: � , ,.—::-.:--..-- --.—:_...,:v._,_....:---- - ;....._...:...:_.. .,. �-......_-----_._.... -- .........................::..:.:..:.::;:.;:,.,:.............>::..::.,-r- _ ,........:. ...:::.:......... .:.:;::::;,: — _ - ,...,..,.::;:::;>:. - � ,E < <�� ..<:.......<: — --- --- -- — oocl::Bea �Desi ;:W m. °n:<.;::.:::::C:�:;::>;::':'::>:����:�.�::::::;:>`:E��::.>:�:':;`��;�:;�:;::.;.:,��.;'<.:`::,`:;f;:::;�;��;:��y��`.�:�?^�:::<��:<;;;:;;:;,:,;j,�,;T::�:;:;;:;:;:;�:�:_.::,::.:3;:..;;;.k;.:,;;``T.:::;::::���:::<:�:::;•T::..-;,-:,.-.<:�:..�:;:.::;.�.;.v_.._:�::..::.:7�:::�•\::•-._. ::..:...... ... ..... .........9.:.:>.:.�;:...,...:.::.::;;:;::...:.,.: :.::.:.:.. .. . .. ....:.....:::........ ..:.::... .. . ....... . . . .... , ..: . . .. .:. .. ...... ENERCACC,INC'19&�2Ut0�;Ver;6 0 22,:: �.��• � , e � o 0 Descriplion; Decking Typ �-� � ° � raz��c� M�fierill Proper#ies Calculations per IBC 2006,CBC 2007,2005 NDS --._......_.....__.._...._.._. —___.......__------------..___..._.._------ ----__,.,...._._. .----- Analysis Mefhod: Allowable Stress Qesign Fb-Tension 675 psi �E:Madulus of Elasticify �� Load Combination 2006!BC&ASCE 7-05 Fb-Compr 675 psi Ebend-xx 1200 ksi Fc-Prll 8Q0 psi Eminbsnd-xx 440 ksi Wood Species : Hem Fir Fc-Perp 405 psi Wood Grade ;S#ud Fv 150 psi Fi 40�psi Density 27.7 pcf Beam Bracing : Completely iJnbraced Repetitive Ntember Stress Increase _._._..,i D 0.0075 S Q.0125 � - - - � - � �.: Yt ,•.: : � F � _ � I 1�' �t {/ �•} . �f�t�, 5.54 X 1.50 �--=� ` l ` i /`'� �� �,_._...t,� Span =6.0 ft � ......:.:::.. ....::::.:::....:.:..:::::...: :..:.::..:::.:..:::.::...:::.::,.::;,.::,,..:.::. :..:.,.;.:.:._..::.::.:.:: _ _..____............__._......_J A�p1EEd.L08tIS _ _ ';: Service loads entered.Load Factors wili be applied for calculations. _.. , ,.. . ,. ,._.... ..__. .._....._,__...__......_..- --_.._.._..._.__. .. .......___ __�-- -�........----- ....... Load for Span Number i Uniform Load: D=4.0�750, S=0.61250 k/ft: Tributary Widih=1.0 fi ,. ..................................... :..DESJGN'SUMMAR}�:'.�;:.':::':;;.;;:�;:;.':,`°;'_;_.;';:;`;;;:^:�:: :�::.::.;.:.`::;' ...------..............._..-'-------- D- • 0 ; _........_......... ......__....__. ., Maximum Bending Stress Ratio = 0.675: 1 Maximum Shear Stress Ratio = p,p7p ; � � Section used for this span 5.50 X 9.80 Section used for this span 5.50 X 9.50 fb:Actual = 523.64psi fv:Acfual = �p,��p$i FB:Allowable = 776.25psi Fv:Altowable = 150.00 si P Load Combinatian +p+S+H Load Combinaiion +p+g+y Location of maximum on span = 3.00Oft Location af maximum on span = O.00Oft Span#where maximum occurs = Span#1 5pan#where maximum occurs = Span#1 � : Maximum De#lectian � Max Downward L+Lr+S Deflecfion Q,998 in ����o= 363 � ; Max Upward L+Lr+S Deflecfion O,OOQ in Ratia= Q<240 � � Max Qownward Total Deflsction 0.397 in Ratio= 227 � Max Upward Total beflection 0.000 in 1�atio= Q <180 ; � : :.- --- ---- ---�---- - - ---------- ._ _....._--------.. . __.....---- — ---- � ,...._.._ .::: .,:<,<::...........:........,.:....,>.......-..:..:;>.;:>:;:..,...,.,,,...;,::,.._,..:.:..,;.:.::......,.:.., ----� - ------- - ------- - - --------...... ;:^Overall_Ntaximum;Defiections;.�;:Unfactorecl:L'o.ads:;;:;:;::;.::..';.:::::::::.::::::';:::. __�______�. _..--_---_..._.. ._.._...____.-----........_. _._...._..._ ..._.___ ..._...__.�. Load Combination Span Max.'="Defl Location in Span Load Combination Max."+"Defi Lacation in Span ------------------_.---..............------ -........__.__ .__._.......---_-. _...__---.�......_-----_._.....__._—^.-�-- -- D+S 1 0.3167 3.030 O.00OQ O.OQQ ..... ...:...:::........:::::.�:::::...:,..,.....:;....:::.:.:.::,..;....,.:::.::;;:::.:::::.................,,.:....:.. PA Ualues in KIFS ;Vertica[.;Reactrons:;=;:Unfactored:::..:.:::::::::::•;<;;: ::`;:;�:.::.;.: :;:, su ort notation:Far left is#1 _._� -:-.. __._..._..-----........_----- Load Combination Support 1 Support 2 � ����� �� — _..............._--------_.................__-------------�-------.........___._._.. Overail NiAXimum 0.060�---� 0.060 _ .............�--._---____._.._---_-- D Only 0.023 0.023 S Only 0,038 D.Q38 D+S 0.06Q 0.060 Anderson-Neytan Title: Job# Structural Engineers Dsgnr: Project Desc.: • Project Notes: Prinfed:ta JJ�2D10,3 t;39AP,+, -- - -- - - ---- ---- - -- -- - - --- -`\::;ti�z: '^;;��'t::,:.'. :_:-:n.:,:: .n'�:r,;:.':.-.-,<;:.���.:c�.`-iii�ii;:".:t-'';>.`�:' :.C(";?r':'.t:�:ii::i.°:�Y;i�icr}:i;:Ci:r;:;�i%s�it',::'�`f.'.:i61:"rjS:;:K�i*,:;`.°;.';.l.l�:t!i;i:)''ir;:i:'li:i�i.?�:�:>. . --.,T..�--`..x.^r:.-...'i:,--;:..�;`:�.:.�::".�:�:::':'.:r,.:."'.-.::.,'.:...,::.�.�,.:..-r,^..,t . ...:.. . ... .. :�:.::;:::::::1::.,.,..::..�...::;,.n•.:t:.:....,..,. ..�..:::r.:.' �.'i'.�:f:";..1_:f::'...6:`:�>' ::.�.....�..... ..::::::.:�.:.:�.�..,.�-......::'.'.:,:. :.;:`.:.:. ,. ....:�.........: .�.:.:.....�..:..:�.� . ... .; ,. .......;.+...........:::..: .�,; ' ..:..,. .., . � :::.:..:..:..:.:.`.�:�'::�:�:::.�.'.:.�.................;.;.:......... ....,.....�.. .:..�..�...:.>..::�:.:�......::'::�::'i:�:::;:::.:: :�:.\:::::�i�':.�:.:F�:::i::'.;:::.�:i���., ::D si n:.::�:::::.:.<.::::::.:.::::.::::::.:::.:>..::.:::.;:::.;::;::��:::::;;:.::>...:..:::.:.:::.,�.. $ •;:i0:Vec"� 'r;B@aIl'1. . . .. . . ....... ......:. . ,....;..::.:.. .. :::.......... �:ER,..:<LC':]N ;`;,�,.�83'-20 6.:::22<:i>: . .. ... .. . , . ;::: ;WOO ,.,:::.,. . . . . . ,.....,. .......... ..:..:...:>.....,. , . .. .... ... .... , . ... ... . . . . ,.... � ......... ....................:.. .............:.:,.....:.,::,:::::;;: .,..:::.,:.,�:.:::....>...,,:.:..::....,,......:..:... ..:......:...........................:...... . ,.. :.::..::..::: ,.::...•,:::...:::; ............:.....:�:... :::::..::::::::::::::::<..,.....:.:.... ..:. , .::...:,; ........... .... .. ... . . ...... ...::......:..:..........:... .:.::..::::.::.:... . .: .. � ��. . • s . - e c Qescriptian: �ecking wlraniilever Material Praperties �_ caicutations per igc 2oos,CBC 2047,2005 NDS .___ _......._...�----.------...__--.------------.__...______.__-_.-.__ ._.....- .._.�..____. Analysis Meihod: Allowable Stress Design ,Fb-Tensian 675•0 psi F:Modulus of Elasticify Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 675.0 psi Ebend-xx 1,200.Oksi Fc-Prll 800,0 psi Eminbend-xx 440.0 ksi Wood Species : Hem Fir Fc-Perp 405.0 psi Wood Grade :Stud Fv 350.0 psi Ft 400.0 psi Density 27.70 pcf Beam Bracing : Beam is Fuliy Braced against lateral-torsion buc[cling Repetitive Member Stress increase !7 0.0075 S p.0125 D 0.0075 S 0.0125 i ' -. r T . � . r �Y .:� .rti r.5+:�L -�:i.� .,;p _.�"^'�'� 'n'='� `7.f .-?'�t :G; ?)� +r �,r � u� .., ... f-' g l�_. - _ -=ti�i..c _ �:..� -:.;.r ., .,.�� f ��'� � .,;�� � �� f� � i � 5.50 X 1.5� � 5.50 X 1.5Q /\ 7`,� -� �� �� � �--� �--� � , Span =4.�ft Span= 2.50 ft : _. .......... ........- -----_._.. ....._._....---�.._._.......-- -........�...------.....__J .::..: ::::.. .:....:.:...:,..:....::.....:..::.:. .::...,........:.. ... .,.,..., ::... .:.::. .: Service loads entered. Load Factors will be applied for caiculations, ;:::A pl�ed;Loads:::::,.;:::`:'::;;<:::::.::::..::::�::;.:::::::::.:.. . .... ... ........__-----.._..._._.�_ __._.._._._.w---_...-.�__.. ....._... _.__...__._-_....._. ...P.:..............:...............,.,,:... .............:.:... . .... .. Load for Span Number 9 Unifarm Load: D=0.00750, S=0.01250 k/ft, 7ributary Width=1.0 f1 Load for Span Number 2 Uniform Load: D=0.0075Q, S=0.01250 klft, Tributary Widih=1.�fl :........:....:....:..:............................:: ....:........:. ....... .. .. .....:.:.:....:.,::.. DESlC�N'SUMA9ARY:;:::>°;':.::;::;:�s:::.:::.::___-'-���._�:<::`.:,.;::...._...._...._ .... -----�--- - o- . o ......- -----------....._........._..---- _ �Maximum Bending Stress Ratio = 0.468: 1 Maximum Shear Sfress Ratio = 0.067 : 1 Section used for this span b.5p X 1.50 Section used for this span 5.50 X'f.50 � fb:Actual = 363.64 psi fv:Actual = 10.11 psi ; F8:AElowable = 776.25 psi Fv:Allowabie - 15Q,Ob psi � Load Combination +D+S+H Load Combination +D+S+H I � Locafion of maximum on span = 4,OOOit Location of maximum on span = 4.00Ofi( Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection Q.10Q in Ratio= 598 Max Upward L+Lr+S DeFlecfion -O.OQ5 in Ratio= 9698 � Max Downward Total Deflecfion p.1$0 in Ratio= 374 Max Upward Total Deflection -Q.QD$ in Ratio= 6061 � i..-----._.....-------_.__.............-------------------....._-----------..._.. _...--....-----....---------.....------- .......---.� .................:.::.: ::::::..:...r..........,........,.............,....,..::.:....:...:....::,. ..... ....:.:..:...:... ;;Overatl;MaxEmum`Deflections:;=;Uiifactoiea;L'oads;;;::::;;_;:_;_;:',;:::>:.::::. _._.........._.__ -----....------......__._......_.__ __. _..._._._.__. Load Combination Span fvlax.""Defl Location in Span Load Combination Max."+"Defl Location in Span ----..._.._..___ ---......---------...__...._------ --.._..._..__...._-- •-----_..__ ____-- __.._ . p+S 7 0.0083 1.200 D+S -f1.0079 3.354 p+g 2 0.16Q2 2,500 O.00OD 3.354 ..: .:..::..:....:.:.::.:.::.:.::..::::................:.:..:. . .. . ;V01�lCaI;REaCt[OtiS:-:U11f1CtOCSCI:.::;:::i:.';':':::::!'. ':::.:.:.::::.:?<::;::'`:.::; �PPart nolation:Far e is Values in KIPS __ ---.....__ ........_._.._ .__....__�._......._. ..........._ .._----.-.-_......___._.----- LoadCombination Support1 Support2 Support3 �Overall MAXimum��.._�....._.._.....,._..._....._._.._...OA24 0.906 ....... --.......__..._..-------._.........._.� ._.-__....__._ .---_..._--- -_.........__-- D Only 0.009 0.04Q S Only 0.015 0.066 D+S 0.024 0.106 Anderson-Peyton Title: Job# Slructural Engineers Dsgnr: Prajeci Desc.: Project Notes: , ----�--- - ----T,_._.___•._.-------_�.._.__...�.� ,._,..:_>:,..yr,......:..::::::::.:::.:.::::::::•::,::.::>:;.>.::>:<,>:::::::...:.:.....::...::,..:., :_.::..,.::,;:.::....:.,T_.. _....,�•------..�__..._,..�.....,.,,,...�.....�.._---- nnted.14JUL?G7�,11:54Nf,i . _.,;...;.. :. :....::...::,:,�: �::.:.:�..::.:....:.,;;:,�:::::r.,.:i:�.:.•:::�.;.,,.......::,:�..,.... . :..:....,...•.:�::ra.:..;::E:.::�::..,;?::.�:.> :..�.,,:.:�..::��...�..... .. .... . ... . ,.....�.. ..... .-..,- - ^:;t ii.��0 C�;<Q81 qi i�leSi n:��::, ,..9...:::::.i1':�:;:::;:f:�:<::::'tir`:i'::;1;:�::i:;�i;(i_:,;:^:`;';'::;�:!:';`��;::i,�;=;':;;�:,�:::�,i2::;i:�<�`3:';`:::?�:f�'���:,:;�=��'�:Ri��i:.�;�r:^;��:;;:�:;(:t:c;r>;::;��:�;.�.:::1;y;;::'i{;`';�i�:p:;:;:1��;:,�:[2r::;�:•:;`;�{t�:`:;�i::�::��::{::if::�:�:°:�:��:��>`?;�;`�":'�;t�-Y.:�..rn:�f[::��^�`-:<;;:''='i;�: .. . . �...:..::::::'. ..�.�:::�:.::..>:::.::.::..:::::.r:,::i,�:::::....:.:.:.::. ....:..,.... .....,.., ,....:...:�:�, .�:�..��..�. . ..... ...: .. ......... . ........::.:'�..�,:�....::.�..:,:.:...,..:...,..�:::::•;,r.:.:,�.:. ..,..... ,... ,::ENERCALG;:INCr:198320t0;Ver 6:4.22•;, �.i�� • • a - � - a a Description; P1-Typ Purlin-Easi Materi2�) Propet'tie5 Calculations per iBC 2006 CBC 2007,26D5 NDS _--____._.__ _............----------_....___.----------........_�...�...--------.�.—.___...... _...'--- Ana{ysis Method; Allowable Sfress Design Fb-Tension 850 psi E:Modulus of Etasticify � Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 850 psi Ebend-xx 1300ksi Fc-Prll 1300 psi Eminbend-xx 47Qksi Wood Species :Hem Fir Fc-Perp 405 psi Wood Grade :No.2 Fv 150 psi Ft 525 psi Density 27.7pcf Beam Bracing : Beam is Fuily Braced against latera!-forsion buckfing � D0.06 S0.1 D0.06 Sa_1 L70.06 S0.1 � 3 .�'�l rt :Y4Y' �"� t i' #' F Y ' i�.'f2 � ? Y j }i �f }}xi.i r.+ .,�'?..:� �" '. � t x t�-c �.ci.4�`'�",y, i��T' ?' r' x�""r'r �' f _"� � �r�! � � � , ,.-_-.: .,....�..>�' 3 a:.,. �,>'�� '� �_.{o,, r..�-_,+.. +' _�4 _.i,. `� _ r `'. 3 2 .3 1 y..��, /'� ._. _._ .:. ...,: � -c:_...r^ ' . : �' ' .... ..:...:. . ... .:.... . ....�.,: -:. � � ( } - -- , a_.� ; �� 2x6 �,' 2x6 �% v.�2x� � '--- �.�'>> Span=4.750 ft Span =4.750 ft Span= 1.250 ft _._......_..__....__. ...... .....__...........__.... , ,,...: .:.: .:.::..::::.....:.::.:::::::::.:::.:::.:.........:.................:.............:....:. _....__......__, ,�.A II2d:L`08i�5;::::`.z::;;:::;:-:::;:::',:_;?:':;;',:°:::;_.?'::; ::.::`::::;.: `.:::�:':�:::;::;:: Service loads entered.Load Factorswill b —��?�. e appiied for calculations. —=----_�......_....._.--_-_�—_ '—__—__.__:.:.:::.:.:.�-------_..__._....-- ---_.,......_....-•-�---- ............� __.. .._..._ _........ Load for Span Number 9 Uniform Load: D=Q.080, S=0.10 klft, Tributary Widih=1.0 ft>(Roof; Load for Span Number 2 Uniform Load: D=0.060, S=0.10 k/ft; Tributary Width=1.0 ft,(Roof; Load for Span Number 3 Uniform Load: D=0.060, S=0.10 k/fE, Tributary Width=1.0 fl ..........................:.........:.......:.:....................:..:.:.:::.....:..:.:. , `.1?ES/GN;SUMM�IRY;`;::'�;';_:'.:':>:::;::'::'<:::;`; ;::;::::;:`::::;.;.::::::::::;:.�:;::;;.: a-"'. a � � ._.-------�------=-----.........._._--------...... ....._....-- -----------... .__._.. 'Maximum Bending Sfress Ratio = 0.603: 1 Maximum Shear Sfress Ratio - 0.568 : 1 Section used for this span 2x6 Section used for this span 2x6 fb:Actual - 866.45psi fv:Actual = gc�,���s� �'B:Allowable � 1,105.QOpsi �v:Aliowable - 150.Q0 Si p Load Combinalion +D+g+N Load Combination +p+g+H Location of maximum on span = 4.750ft Locatian of maximum on span = Q.750 ft ; ; Span#where maximum occurs = 5pan#1 Span#where maximum accurs = Span#1 � ' Maximum Defilection ; Max Downward L+Lr+S Defleciion 0,020 in Ratio= 2$gp i Max Upward L+Lr+S Deflection -0.007 in Ratio= 4134 i Max Downward Total Deflection 0,032 in Ratio= �$Og i � Max Upward Tofal Deflection -Q,p'J2 in Rakio= 25$2 I . �--- ..._..... ...—_._...__.....__.... , _..--- -------—_..._._.. ..-—--- ._......- --- __.._ .. _.._._. .....---.. .. ...---- ......--- .... _._ .................:.........:..:......:..............:.,..,,...:::::........:...................._...:.-............:.........,::.:.... :;;:Qveraii;Mazimum:Deflectio�s,-ll,nfactoredLoads`;.::..';:.;:.` :;:,:;:`;:;`` _..______ ---......._ __._._.-.-----_......._ _.....�. .—....__._ Load Combination Span Wiax."-"De0 Location in Span Load Combination Max "+'Deil Location in Span - ---- ----------__.__.............._...__._...._------....-----._...._---------...-�---......_.._____._----------....----.....—.__ ...._°_------_.._.__ -_ D+5 1 �� 0.0316 2.104 a.0000 O.00D D+5 2 0.0192 2,706 p+S -0.0003 0.180 3 0.0000 2J06 D+S -QA116 1.25a �:`..`V2i#IC81;Re�CtI0p5`=.U11f8Ct01'Bd:;;`?:::...:::::::.::::':::`':r::.:;;.::;`:);';:: Supporl notaUon:Far left is#1 :�.. .. Values in KIPS --------------- ___....__._._ ___._____ ___.._..._..........—_..__........_ _.._....._--------.___...-----_. Load Combination Support 1 Support 2 Support 3 Suppor#4 --- - -----.................__-__.__.._._.._...._ .........---------...._...._----...__-----�--- Overafl MAXimum ------_...._.............. 0.292 0.91 i�_._� p.518-. ...._.--- D Only 0.109 0.349 0.194 S Only 0.182 0.569 0.324 D+S 0.292 0.911 0.518 Ni iuei��i�-reytui i Title: Job# S#rucfural Engineers Dsgnr: Project Desc.: ' Pro}ecl Notes: , Pri;�ted:14JJL2u"'�0, i22Pt1 ,--,,,-- .. . ..-:. .-,,,--..-.,.....--..-.,,.-.:--T:�.�.,.---�-�..-:---�;...,�.w.....----:-.z.---:-rcc._.w.,:: ..:.. ,.° . ..- .;,�-,.-., ...T.,�..-..--^-.: ---:-..-.-,.�.-.t-.-.-.ar'.....;,,: .-; -. ::•:,:::::z::::.,<..:.::.::.:.:::.:::::.....>:::.::;: ::.:::::, :::,.:.:;:..:�..;-z:::;:::.,.:..::;.:;:::::::::..:�r.::::-:::r::::.::.:;:::.:;.: - • -2 YelmCreek rtrtients 6G=;SEBU2ec8uiidm lrcao(beams°=> Im .bki .ec6;<::: ,..:::... ..: .. . ... . .............:..........:...:.:....:.:,.....::.....:.:.,... ::.,.,:......:,:.::.:.:.File,p.l20QnOZ.38...,.....::....:.,::�,.:::..., :�.:..:.,..:..:...�..,.:_..:........<9.. .::.>::....,,.:::..,Ye:,.,.(�,.:::9:.-.,:::::. �... SI Ils�<z;::>::;:>?: :>:::c::;;;:.::;::;::r::::.:.::::::::::...:.:-�.:>:;;::,;>.:::;;;r;::;:;:::;:;::.:;::;:;:.r::;.:::�::;:;<:;:,.:::::::^;: er.8: , @ CA . `=1 '2Q! 0.22':':� : . @r'Al'11` , ... ....>:. NER LC 9NC 983- oo.a:>B D. . . ..... .. .. . .>...... .,:,::;;:;::..:.: ::e o,. :1iU. ... .. .. . . . ..... ,..:.,.:... . . ..:: :.: .. . . .. ...................... g... .... . .. _..... ... ............ .....,_....... ..:...............,.::.....::...... .................,...... .......... ....... ... ..........:....:......:...:.. :�::<<::;.; . , . ..:. . ..:.:: ... .:.:.....:...:..:.........:...:.:.:.:.::::.:.... :..:.:.:.::,:::.:::..::.::::.::.:... �,��• • e � a a Description: P2-Max Purlin-E2st Material Properties Calculations per BC 20�6,C8C 2007,2005 NDS _.._ _._... -..._..--------�....-------------.......� __..._ ...__-__.-___..____�....-.... Analysis Method: Allowable Stress Design Fb-Tension 85p.0 psi E:Modutus of Etasficify Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 85�.0 psi Ebend-xx 1,300.Oksi Fc-Prll 1,3p0.0 psi Eminbend-�c 470.0 ksi Wood Species : Hem Fir Fc-Perp 405.0 psi Wood Grade :No.2 Fv 150.0 psi Ft 525.0 psi Density 27.70pcf Beam Bracing ; Beam is Fuliy Braced against lateral-torsion buckling i D 0.075 S 0.125 D O.D75 S 0.125 D 0.075 S Q.125) i ��..?-x��s�s� r �� ,:i.s-i,,.��n• i?,�,'r�v;�: r�i.=����:.f.;:'> ��t.. -�D-y{� wf����'� 3#�'x-f�S"��r::u 17. ,y;t,�.. ��^'`'�Ga'�3�'�,�x�i��3f�..i�:w�i�- ��.>^�i I �� .1.-a;;��,.5�� .�.Fi.r. a�:u e��� r3v ;�� � ..hy:;}t,o�i{,fi'�'. 'a�a..�.� 9ffi�� •,f�. 's.�5'.t.>13.a`�,v. ^�?F�i`�'�L..'r�nfi _ - '1 fS 5.,.. 73. .cF�iY�3^."..'r r�--=�`'^•_ v='F.;'R�?o�,/.-^.-. Y3.. .�:,d ...=2.•,f•„t�'r.�' >.��.:rF_v , ��:",e ..,3�._..4•. .,..�.:�:'Pe?".W J �--eistr"`,':-°:�"�1.: .,�.,.>. .,y:4ri r7�.. ;s:fi;S .'�,3:_x'. .'ys't.'�S-.,.� .. u"i�'„ .�tn.-..c-...,.�s�-. '^�f4' -.'?:'u .,.�...r .�..: -�:tis.��.<.r*.-,• _.z:-.�._...,i ."z';i�°•.�:a_ •a�, �,:4:;' - y.r-t�:x r. ,xt �ai�a�... ..T.. ; _ a...,,:, _ F r. - `.'�-�'i.'.>. f� t:H"s`";'�'�,. �y,..,�,. �' '.�::i_K.... ...,.,r...-..,.�.�+�:u:,..�,..,� .. :.n_,..,�.2: �_..r:-...'..-��c,�:-sA?;,:.s s...v..,.... n.i':•. r.^.f r�,..... .r��r- . � . t - - ;..0_ ..r_,, ' ,-t�?' sss-+?'� xF'7 �'".��c� � �� �f t'. ,��.�,i.F .�`. :,r'x .3 .�y �._,r�a..'��v�`a���fif�'r•����;�',:.�-,='4�^��'.:.'�.r_ri i� �s,G,'x�Y::Ta,, Fi'�,_, .� ...__.�. .... .. �r.�,_. , ,�... ..>�, :»�_..d.�. - _. ,.. .F.• � , . r : . i � 2x6 ��-1 2x6 2x6 /`. ��: /ti, i__�_.`.� �= ; Span=4.750 ft Span= 4.750 ft Span = 1.250 ft ....:..................:.:.:....:........:............:.:..............:..............: ..:::.::::: 5ervice laads entered. Load Factors vrill be applied Eor calcufations. ,. ............. ;:.::At?�ed>Loads:::;::':°::::'`:'_:::_-�'_:.�::::�:�:�::�-:____-�..�::<':.:::�:::�-._. ..-------_._ _- ..�.__. .. __ ....... Load for Span Number 1 Unitorm Load: D=0.0750, S=0.1250 kift: Tribuiary Width=1.0 fl,(Roof; Load for Span Number 2 Uniform Load; D=0.0750, S=0.1250 klft, TribuEarY Width=1.0 fi,(Roof; Load for Span Number 3 Uniform Load: D=0.0750, S=0.1250 klft, Tributary N�idth=9.0 fl .:. .......................................... ..... .... .. . . .. . ;:�::;DEStGN:SUMMARY::..>::'::°::>?:::::;?::._�:::':�`::-:�___---_�::..._- -..._ ..._.... r• . o _ -------................__..._._.....----.........__. Maximum Bending Stress Ratio = 4.754; 1 Maximum Shear Stress Ratio = 0.7�0 : 1 Section used for this span 2x6 5ection used far this span 2x6 fb:Actuai - 833.06 psi fv;Actual = 106.46 psi � FB:Allowabie = 1,'105.00 psi Fv:Allowable = 150.00 psi � � Load Combinafion �-D+S+N Load Combination +p+g+}� Locafion of maximum on span = 4.750fi Locatian of maximum on span = 4.750ft � Span#where maximum occurs = 5pan#9 Span#where maximum occurs - Span#1 � i Maximum Deflectian � Max Downward L+Lr+S Defiection 0.025 in Raiio= 2312 � Max Upward L+Lr+S Deflec#ion -0.009 in Ratio= 3306 Max Downward Total De#lection 0.039 in Ratio= 1445 Max Upward Total Defiection -0.0'15 in �atio= 2066 i ,...---``-a11'Maz'imui�:Deflectioiis=:Unfacfored:Loads::::�.``:; :; ;;::;:>::::_;.;: .__.._ . �Oue.r _. ;_,.,,....:......:...:......:...:.:::...........:..........:..:..........:.................................:......:......................._.---- _....._.....------------...-�_...__- ____.. _..__ Load Combination Span Max."-"Deil Location in Span Load Combination tvtax."+"Deil location in Span -� --- ---.............._------ --.__--- -._._.......---------------......_..�.__------.-_------�...._._----......�._-._..._.._ .. D+S 1 0.0394 2.104 O.00QO O.00Q p+g 2 0.0240 2.706 D+S -0.0004 0.180 3 0.6000 2.706 D+S -0.0995 1.256 , ,` , : . , Support noiation:Far lefi is#9 Values in KIP5 �;:.,Vertical:Reac#ions'.=;Unfactored::`>,;:.�.:;;:;:_:'_:;'__`:'_:_;;:;:;;';: _..._._ __..........._...._.W_ _...___._�..-_-- -.._._ _....._..._.-�_..__..__. Load Cambination 5upport 1 Support 2 Supporl 3 Supporf 4 ---------- --- _.................._._.__---...------- _._....._.---------...._........--•--�-�--........_---- ...__---.....__--_--- Overal!MAXimum 0.364 �� 1.138 Q.647 D Only 0.137 0.427 0.243 S Only �.228 0.711 0.405 p+S 0.364 1.138 0.647 Anderson-Peyton Title: Job# Structural Engineers Dsgnr: Project Desc.: Project Notes: , --�-::W--,.::.;,:._.-T.-,.;-.;.,.�,._.,.:,...-�.--�----•---.--_:...�-;�...�...�.._ -..-:.::::--^;-:.::.:......:.:... ------ - --- _ . ..:::.::.....::. ....:.::.. ........:.:::..:..::.:...:::..:.....:.:.:..::......:.::....:•.........,,.::.,:: ::::.;,,..:.::::;::,�_> ...,-----�-�-�-- �__.__. ... . .. .:. rrn,e•: u , : �.9 .... .,...: ....�.......:........: .:.::^-.....,,.::.:::...:�.:::...�::.:�..:....:.. �...::.�.�-.?.1 ; ...::...;:� :. :..:......:... �:...........,.......:,..:..:,:.....:...��:...:.�.,:...,•.:.:.::::;::�...;�: ' ... ,.. ....:....:...•.:.. . ...:::.....: •:..,:. :, . 7- ..Yelm.Creek. rtsnents CG-SE6 U2ec Bmldin lroof 4m .....::.::::.:.:::::: .. �: �. >� : � :::�::<:,-;::..... �:::�:�.�t::�;;.;,-.:,,;;i4 . ....:::...::..:,,:��.. i Q�. beams.-. rec bW .ec6::�,: .::.::::.:.:.:...... ..,:.. ..:..:: ..:...........::..::•.,>;.:... . , ,..,. ,.,......:..: ,,.:.........:......:::::..:.......::...::::..:.. . . ...... .......... . . .... ... ,,;,::.:.:. D ... .. ... ....... ...... ......:. _...:.:::...:.. .:...::.,::::::.::.::::::.:::.:......:.,:;. lNood B.eam... es� n....:................. .:.:,;::�:.:.:::.._,::..::........:....:.......s;:.,:....: .�., ::...::.,,s..,...:>:..>. .................:::......................:.......:..9.....,.....,......:.:.....,.:..:�:.,:.::::,;:.:�:,.:.;::<.:::,-::..:�. ::.:.::.>::..::::.;;:.:::::>::>::::<::::::�:::::.::::::.;;.:....,....:..::::..::.:.�.:::..... ,...:...t..................:....:.:..:..�.....:.:.>:.,...:.:.......:...:.:................:..:..:...::. .....::.....:.:....:..,::..::.:.:::.:�.:....:..:..:....:.....::::....,,..:,.::.:::;::::>.:::...: .............. :::;::::.:.:..:.:...:...: .s:;.�::::rr;::>:::;:;:ENERCALQ;:1NCizi988=201 Ui.Ver.&.4:22:.:; ....:........ ... ....... .... ..........,..........,......:.:..........,....,...::.::...�....,.....:... . i.t�• • - a � - a e Description: P3-7yp Purlin-West Mafei'i�l Pt'op8rtieS __ Calculations per IBC 2086,cac 2ao7,2005 NDS �__. __.__._._�_._..__-----------........._.-----------............._.__,___..._-. Analysis Method: Allowable Stress Design Fb-Tension 850.0 psi E:Modulus of Elasficity � Load Combinati�n 2008 IBC&ASCE 7-05 Fb-Compr 850.Opsi Ebend-� 1,300.4ksi Fc-Prli 9,300.0 psi Eminbend-xx 470.0 ksi Woad Species : Hem Fir Fc-Perp 405.Q psi Wood Grade :No.2 Fv 150.0 psi Ft 525,0 psi Density 27.70pcf Beam Bracing : Beam is Fully Braced against lateral-forsion buckling , . . _._ .._. . . . . .-----�---. . ....... .___--.,_.__.--..._...._............--_.... ..._... .. ....--.-...__._...._.. . .... _...... ....._._......_..... . ..... ...._., � Dp.06 SO.� D0.06 S0.1 D0.06 S0.'I) i -a7=:::'ry���-d'r'': �;�c^."��„'�.� �uf „fr'.�..�5� ��:,;:- y�..�.t-. 3r-.-rr�:•::"r`n'�:iXv �-a �<.%".=: es:,t.s- ..�?t .s{Y ♦ ♦ } T !' ♦ I v. .> .� y. .� �y.�,F.�tS �S.,r�r�.�+,.y 3 r'�r'y+. � �: ' .�.... ,��v,;"'.;}�... � �i�� 3� t y;3 d�,o.,. t�•���5,e�u"f.����y:'!�."l,',:�'�.^.`,:�+'i�5t;o:u,'=7� f�,,,�Tn. �a',r"�"�.;����$(yr"' 'r�r.�h'.�';� ��"'�'?�'�Y'�S..{�' x� l��.t,�1'r'.� "�:;KS-,'{T�. � 3�"s•' �a,{:t:33 ,:.�,a�.rK' ���c�� � � �����.l�@p {�+�t�`�.�� usxs=.,�c���: S�c�r „3?f',f +c�.3- r� y' x,r xy•.n�.y� 3y �,r',. �.�- #r��S, a���,� „�..�� r'.�,.s'.k:f y '��:�x �,`'��- �.� +�, .'��'-+�#�,�. yc.�,`c 1y' d�. �r,.L � �� ..�x„^3, M '<,� x� :1o�.::i P -cc '',v-�,�,�t' �rl � 5� Pi�� ,cr v4�;.,,-��€�K- r� r ,�� X-.o- �s s r''a �s,i'# $!"�' ,�`r r 3-„�'��,� ��a��rs r . � a-.>�;�'{,r>o..»...}�.n,��k.�"�*�"_'' r� ar`e.-2" +'"i-.�"�c"4�,:s"�,o.r,;5`Tia.�''.�..".a.��:+��'�.,.s�`yir�_ra�� N�', r't f .,`+_? �'` ..rT s'§,:w '°t 4 ?,.��,� i� 2x6 -�/� - --2x� �,�.� �,�� 2x6 .:. `--�, l� <<.._� Span= 6.0 ft Span = 2.50 ft Span = �.0 ft s nr� � e ce oads entered. L oad F c w' �e a ors I e a li A li d Loa�s:::::::::':':i::::::::�;:;:°:.:°''.;;:::;: :s;;:;�°:;':';::'::<_:,::;:�'?:`'°:;' � ��a �f7 pp ed for caiculations. --°------- �-_�-_-=_-:___:.._..�..:_._:.__:__ -................----.--- -._.__......__...__..._.._..__ Load for Span Number 1 �� �������w� �� � Uniform Load: D=0.060, S=0.10 k/ff, Tributary Width=1.0 ft,{Roof; Load ior Span Number 2 Uniform Load: D=0.060, S=0.10 klft, Tributary Width=1.0 ft,(Roof, Load for Span Number 3 Uniform Load: D=0.060, S=4.10 klft, Tributary Width=1.0 f1 ::..........:.............:.......:........:......::........... .....: ..:.:.:..:. ...: :.:..:....:.::.....: :: ; QESfGN:SUMMARY:::?::::;:;::>::: ::::::::;<::..,�.::::.;::.::;:::::>::;;::;:::: ,- . � g ..- ------.....---�-----._......._.._.._.__.....----......_.._............... , `Maximum Bendin Stress Ratio = 0.766: 1 Maxirrium Shear Stress Ratip = 0.680 : 1 Section used for this span 2Xg Section used for this span gxg fb:Actual = $46.13 psi fv:Actual - 103.43 psi I FB:Allowable = 3,105.00psi Fv:Alfowabte = 150.40 psi Load Combination +D+S+H Load Cambination +p+g+y Location of maximum on span = 6.00Oft Location of maximum on span = 6.00Oft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 ; Maximum Deflection Max Downward L+Lr+S DeFiection 0.062 in Ratio= ��(5g Max Upward L+Lr+S DeFlection -0.007 in Ratio= 4423 Max Downward Total Deflection O.p9g i� Ratio= 724 Max Upward Total Deflection -O.a'!1 in Ratia= 2784 `..------- __._._...--------.......------. ....... ------- - -------- -_.. ,..,:_.........:...........:,.:.;:.,..:.,...._..:.........,..:..,..................,.......,::::.;......:.....:.:......:,.......,,.....,....::...... ---- ;Ove�all?P�azimum`Deflections:�`;Unfactored:Loads';.::.:'::::'.::`.::`:.?::'.::.::.:::':: :.....................................:......:.............:.:............... ..........:..:............:..::..:........................::.:..:.:. .._.._....___._ __...---------__.._.... .__.-----�---.__.._.._._ Load Combination 5pan Max.""Defl Location in Span Load Combination tJlax."+"petl Locelion in Span ____ _....__...__......_---------___..._...------ --._.__........___--------------...,._...,...,.._..._.._--------........._ .•-- D+S 1 0.0993 2.734 �����������0.0000 ������ O.OQO 2 0.0000 2.734 D+S -a.Q'E09 1.Q49 D+S 3 O.Q131 1.000 O.ODDO 1.094 Su or[notation:Far left is#1 `='; n e a��' pP Values in KIP Vertical!Reactions U fa t red i:: :;;::�;<:>:::: :�':;:;::;'::::`;:?;:;;:;: s _ . .. .. ......... ...... ................. ..... ... . . ----.._ ...... .,_.:._ ____._--- ---._.__.-_._.....�._.___ .................----....____....--------- Load Combinaiion Support 1 Supporl2 Support3 Sopport 4 OveraIlMAXimum 0.381".�.._..._. 0.954--- a.179 .._...------ ---___.............._..---..__.._.__...,�-----.-----..._......-----.- D Only 0.147 0.356 0.067 S Oniy 0.244 0,594 0.112 p+S 0.391 0.950 0.179 �,n�erson-reyton Title: Job# Struciural Engineers Dsgnr: Projecf Desc.: ' Project Notes: ?rinied.74 a'UL iGiO,i34PF1 ---_._...._..�-- - -- - --- -- - - -,->.,->�.:_.:...........,:.,:;•..^.;::.:}r::.:.>:..>,.,:..r..:.:.,,'_';e:tc^-.;,:.-._-� - .�: ,. ....-.:...�--.....n..: .;:::-:>:x::::;::;:.<::.:::...,.:<:.:::.....:•:;: :: .... ,::........_...r..._,.-�.,.:.;.a-r..,_,.._.; .._.,,...,:.::,:..: ...:.. _. . > , ;..... . :: - ................:. ,.::.::•..:.,..,....... ..,: :. ....,::.,;.:....:.:.:::........:........ ...:,:.,..;;:.:....::.,<,File: .12a0710T238 YeIm.C(eek:Apartments�CG`=:SE6)iftec:9uikiinglrooitiea(ns::::yelrri rec bklg:ec6?i�i:: ,: . . .; ,.::,: .:,...,:...:........::: ::;:,;::>::.::::::.;:....... :.,.,......P.....:...,......,....,.:. , :: : � n::::,:::::::>.:::::::::.::...::.....:......... ............. Des .....::.:...::.�:,:;:.::::::;:,:::;�;:<.;::.><�;:;:.:;. : :. eam. . . .........::..:.....:....:.............:..:.:...:.....:.:...:....:.:.:.:::.:.:..... .... ............. B . . ...... .. .........,.:.:.-:>..::.:.:....:::.:::>:,.;::..,..........,.....::.....:....,.... ...., .. .......:........ ood .. .,:::::.:.:...<:.::..:::::::. ..: � . ......... .... ....... ..... . ... ...............,.:..........,.. �DfERCAIG;tNC?t1983�2010;Ver`6:Or22;;� :..::..:.........:. ... .............:....:.�:.::::::...,...,9 ..:.:.....::.........:.. ::........ :.:....:.:... . .,:.::....:....:. ............::.. .::::....... ...............::....................................:................:. .......::..................:,..,...::...:.... ,. .. ... .....::.:..::.::.:..::.:...:......:..: ,.. ,. �.��. . - a . o e.. QesCription: P�-�ax Purlin-West Materiaf Proper�ies _�.. Calcutations per ISC 2006,CSC 2007,2005 NDS - -_-._------._._�.�__------._.�._..__` ...�.. .___....__.-..-_... Analysis Method: Allowable Stress Design Fb-Tension 850.0 psi E:Modalus af Efasticity Load Combination 2006 I BC&ASCE 7-05 Fb-Compr 850.0 psi Ebend-� 1,300.0 ksi Fc-Prl) 1,3Q0.0 psi Eminbend-xx 470.4 ksi Wood Species : Hem Fir Fc-Perp 4Q5.0 psi Wood Grade :No.2 Fv 150.0 psi Ft 525.Opsi Density 27.70pcf Beam Bracing : Beam is Fully Braced againsi lateral-torsian buckling D(0.075 S(} 0.125? D�d.075) S(0.125} D(Q.075) S(�.125) ; . � ♦ i • i � T.. - _T,�. ^^�+rT"��y, `r.`-y�� ,-x.��s��" ��Yi=�`."z.:a t �"l� a-y ..`-3�"- .'7s�. � Y��c" "3. ,,;lr`.Z.�'��'y!`[w��tJ"''„3,. '°` �„��� ��.,1 $1 3rw` a e'.::�'t��_ .%'v�`::' _ �:3s:°` .-•x � � �r� r<4 ,�,M1p ��`.•�i �,,,;•�,`�y''d`.^f''.,. qD,- f,F �'y,•x�.� }'y'�'� y; �..v ?��,"fycc�:nw ---'-F"'o•rx• ;'s�„ �,3�r �3r, -.r'�-q r �F'�r. ,s.:}� '-'�d3€ �'�"',u;�.;�'�a• .,z.�. .-��s.,c�,"'..i� � s.,� a`',-�`�„z,�._�- �t,.�. ,;��:�t _ �:.,,�, ra.�.ti19/JfxS� ,..u.^,? �.^^'. J.. ..,Fi'.'��' ,�,c' >�,`_ .:-F;r,.� ..�t�r '� x;. 5 �,-c�'x,'.:,���._ �x a•a "`.'s;�x`.iK: �;'. ,;,-�. ✓,. f! :Y<.. ,s......f^�'�`�-�-• �� ;,.+�. .?�`._. ,�� "i+'� 1;'F=�r k+?_.. ..�: �'�' - - :�?-�i - �'£`a-t;Y. ..4 ..i,�. u�,3�c4�r _ r r�r ,.�x�. - _ _ �:�'a'..:.;•;:a" - - - wFi?:a.�x�s+ - :.� s�.� -�.� .s�,y.-.:r...,� .a rf.„.,a .sf r - - .�,ts: - - ��r - �.+.� ,,�I�^+.+,�g° •.;^:�^_ , . , : :' : :��a _ - r•r'r..;+' „��,+,n.,., x;:�'hM^;;rl:` lc.>= •`:�:_ ::r'd;^ -r.C�:x �.f...r �T., .a+.+�. �+t�r�w:_i +-3. �.?::_,.. .,.k',`- - "'�,� ;:','n "' ' Jr.� �S..i y'�..,.G-J".. � ��,l.?.,-.�ni r^l.i:ii{ -1`:4«. ._3'_v_- - -?�-� �,.�?' :li .J. ' =': ..�.,.�r. � sa � �i..' .:'=�. '_5.... :i}tr=i.,_.�..... a,}v:� - " %?f _:_. -?�..' , . 'J+" _.. . - _•n:�..}._�..!i...i�:.....:o.. 1..:�.5 __^5"'ar` :�?.�. .tv. ':L�"'': �v* >.=�i.. ..5� .l A-n .� L .nY. .,�.� ✓{:M - �s'£`?' .:n)3r .:� m'm'i}.r -�:J:", �1 - _ ' e�+s��`.,.,��'�e;Mx.x .� .e:fz:•:•.•E:.s.�.�, .a.5 -=::7:.'s.` - ,_..,a.,...,x.. -:,r.�.. a+ _ ` .�"'5`_ _ �- L;V-i i i...."}F':<".s:.-.- _ .. .:�<...^�,. ., ::. � .��. ... .. • ��� 2x6 � 2x6 �� 2x6 , f� ..� i....> _.... Span =6.0 ft 5pan =2.50 ft Span= 1.0 ft i � �...... ..... . ......---- _...__..___.._. .. .. . . ................ . . .......... . .. . . . . .. . ........ . . .........- ---.....___.. . ......_.._...._-------..........__. _- ...__� - Service loads enlered.Load Factors vrilE ba applied far cafculations. ,:.:.............,..;,:....,...,.::...:...:..,•.:::::::......... . :....,...:.....,. APPlied:i:oads:;'.:::::::;::'::'::::.::.::.:::::::.:�. .:� :_:::°...:;:::::::.::::..:.::::,::; .--- ______.__..�---- __....._._...__- ---...._._----- -..........-- Load for Span Number 1 Uniform Load: D=0.075�, S=0.9250 klft, Tributary Width=1.0 tf,(Roof, . Load for Span Number 2 Uniform Load: D=0.�750, S=0.1250 klfi, Tributary Widfh=1.0 ft,{Roafi; Load for Span Number 3 Uniform Load: Q=0.0750, S=0,1250 k!f(: Tributary Width=1.0 f1 ......................,.............,................._,•..:......, ......:....... ...,.............:, ... �:D�StGN:SUMMARY:::::'::::::.::-:::'::;._' `.::.::.:::.;::_: �::.:�:.:::_.........._... . o- . o r----- - _._.._..._...---..... ......_...-------..... ..............--- - 'Maximum Bending Stress ftatio = 0.957: 1 Maximum Shear Stress Ratio = 0.862 : 1 Section used for this span 2X$ Section used for this span 2x6 � fb:Actual - 'f,057.66 psi fv:Actual = 129,29 psi FB:Ailawable = 1,105.00 psi Fv:Allowable - 15Q.00 psi � ' Load Combination +D+S+H L.oad Combinatian +D+S+H � � Locafion of maximum on span = 6.00Oft l.ocation of maximum on span _ 6.000 it I Span#where maximum accurs - Span#1 Span#where maximum occurs - 5pan#1 , � � Maximum Deflection � Max Downward L+Lr+S Defleciion 0.078 in Ratio= 927 � Max Upward L+�.r+S Deflection -0.008 in Ratio= 3538 '• Max Downward Total Deflection 0.124 in Ratio= 579 Max Upward Tota!Deflection -0.014 in Ratio= 2211 I �-uin'Deflections`=:Unfacfored:Loads;:`;°:':}:`<:'`::::`::::;;:::: ___.._ ,:.......::......:...... Ovarat: ...,axim.....,:<....:.....:.:. ................,............,..:.........,..,..,...... .. ....... ... , ..___._... ---_._-.�...__._-_.�._.._.. ._.�.._..._. -.. Load Combination Span Max."-"Defi Location in Span Load Combination ��lax."+"defl Location in Span -�............._.�..._.....___.__._._.._......_._......_.-`._ ......_--------_......._____ __..._.._.....------•------......._----_.__.._...----_.. _.._....... _...___. p+g 1 0.1242 2.r34 0.0000 0.000 2 O.00OQ 2.734 D+S -0.0136 1.044 p+S 3 0.0163 1.000 O.Q000 1.044 -.=`.UltfaG'�OrB{I:..`;:..:':','.:;: :°.':::':::: :.::: .::. Support notaiion:Far left is#1 Va3ues in K{P5 ; .............:...................•.: .. ,;�Vertical;F2eac�ons.,._.. ---- __._ ._-_;.�:_._�_.........._...._..._ _._.__._._� ___...---.-.__._. ..._.. _.....__.-------..__....__.... Load Combination Support 1 Sapport 2 Support 3 Supporf 4 _._._..........._--------------....._......___ -___.---••-----..................._----.._ ._.......__---------------.._.....___..- Overeil MAXimum 0.489 1.188 �� 0.223 D Only 0.183 0.445 0.084 S Only 0.306 0.7A2 Q.140 D+S 0.489 1.188 0.223 Anderson-Peyton Title: �Q�� Structural Engineers Dsgnr; Project Desc.: Project Notes: , -:�'-:-.-.-.:::..--,-....:.,-�--•----.-_.-._ . _,_....._.f--- ---_-,._._..----- - ----'----r-•--`-.:: ------ nn.e 4J'JL20'r0. i:41�f�4 ....:.o.:::�.........:.::.....:...... .. .::::.':.:.:;...:.z�;�:a�7:::,c:::.:;::::�;.::�:�:..;i,<;::�;.:.::'"2..:D:•::i:.;,.:t.;:.�:.i:;:;:; ��z�"a; -- - - :..... . . . . ...... .:.. �.:: �'_-°.,.. ....�-.:..._.__..,:.:..,..�...:.................::........ .: :; :,:,::::..:.:;:...,,:.::.:.:...:.::. ;:::..:::,:.;.:::, .:::;.::>:,:::::.:. ::.:::.::_:.:;..,:;:-,:,;;.:..;>:.:.,;;; ..:F�: :►zoan : . . ,> , ,:. e m Creek a nis : , :::;:r:::>.:;.�.::,.::::r.:::;r.i;rs::S;.;:;;;.;.,::,•::,.:.:.:;:::a.,..:.:.,::.,:,... ,G.. . iime CG-.SEB i o.o.d..Beam:.D.esi n.:..........:.,,..:...:...... .........:...:...:.........:...:..::.... .:..::........:.....::...::::::.........,,.:r,.,.;...!4P, ...:.....:.:.....:.::.......:... ....... _.. ...:......... >;.:.:.., .... .... ... . . . . ... ..,.. . ..... . . . . .. . . . ....�.............:....:...::-:;....::�:::.:-:_ ..�.:.,. ...... . .. .. ... . ...... .. .. . .. . ........ . .. .... .:........ ....>......... ,,,.::.......,.:•:;,,.::;:>,: :>:-<.:::.:..;,:;:;:::::.. ...................,...............9.. ......... .. . .. ....... ,,.......:... .... ......... . .. .... _.. .. .........................:.............:......:...........:.............. ...... .......:.....:...: ....::....>:::; . . . ... ..... ....:......::.:.:...,,...,::.:..::...:...:.::.::::,::::�.::..::.:::.;;:::::::::>::::::: .:.:::......::.::......:::.:::::::.e : .:....::.:......::::..:..:......::.:.;.�..:..:: ,:. .......:......:..:•.,.....:.....:.. NERGALG;:INC'i9832410i:Ver:6.0:22;:;; �.ti• • . 6 e Q o Description: P5-Lang Purlin-Wesi Material Properties _.__._.._.--.--._....._.�-------,._.....---------_....._._._ caiGUiat,onS,P�r iBC 2oos,CBC 2009,20p�NDS Analysis Method: Aliowable Stress�esign Fb-Tension 850.0 psi F:Modulus.of Elasticify � Load CombinaEion 2006 IBC&ASCE 7-05 Fb-Compr 850.0 psi Ebend-xx 1,30Q.0 ksi Fc-Pril 1,300.0 psi Eminbend-xx 470.Oksi Wood Species : Hem Fir Fc-Perp 405.0 psi Wood Grade ;No.2 Fv 150.0 psi Ft 525.Opsi Density 27.74p�� Beam Bracing : Beam is Fu11y Braced against lateral-torsion buckling i D0.06 50.1 D0.06 SQ,1 D0.06 S0.1} I • .r' k'SY`+Y���.F'�xi s-��� �•G s 53-" � n ��'' �.F �"'�,.� ,.�}�. s'�'�:r'�,��,r .rr �r.•'" _� '.''_ . ,�.-�- ��y� 1�' :\ `Y'"7 � .-r'n��s' � 3e.., .rts c' ft ,� ,6 S,7s-yr,.+r�f =r 't f^�S'f.? '7F,� I�'s{-r,.�K � 5�, ,�a- �v.� '�-v�'°siv }� ; r,;,:��trf4�r,'x;a�.e?, r q..�.,-._:,:1 '� '� -�r � �"',}>.A, t�4..+.Fr � '�'��'9�> ?�'' �a ,� 3'_._�.✓ '�v .� � s �ex� x S�T xi �.,_✓:�,.�.'r_..,. .s7.e.,... r .. i snrr,s s E :� �'� ZX� __ �_ ��, C\ .,2x6 `� 2x6 � �--' l...�� 'j I Span=6,0 ft Span = 5.50 ft Span= 1.0 ft ` ,,,........::::.:•.>:.;.,..:...:.........::,....;......,,......,......._...:..._....... ........... __.. .. ......._. j ------.... .------= Sen+ice loads entered. Load Factors vJili -._;Aj�p�18d:L0ad.S.'::�;::•;':;:;::'...:'.:�`_: ` `;�.:.:�::_':�r�_:`-----�� ' be applied far calculations. ,._..::_- - - --- - _._....,.._..._.. .,.._.,.,----- .... _�..__.. ....__. Load for Span Number 1 ������-- "'�'°`- Uniform Load; D=Q.060, S=0.10 k/ft, Tributary Width=1.0 ft,(Roof; Load for Span Number 2 Uniform Load: D=�.060, S=d.90 k/fi: TribuEary Width=1.0 ft,(Roof; Load tor Span Number 3 Uniform�oad: D=0.060; S=0,10 klft, Tributary Width=1.0 f1 .. . . .. . ... .. ................. . .... ;;:DES/GN:SUMNlARY::::::;°;:::'::;;:':;{:;>.:::.;:.:<:°::::_:`.:::::::::::::`: :';.:::. ...... ,D- . @9 ---'-_-._ -----_.......__----------........-'------.__...---..._........__---- ;Maximum Bending Stress Ratio = 0.927: 1 Maximum Shear Stress Ratia = 0.712 : 1 Sectian used for this span 2x6 Section used for this span 2x6 fb:Actuaf = 1,024.85 psi fv:Actual = 106.84 pSi FB:Ailowabie = 1,105.40psi Fv:Allowable = 150.00 psi Load Combination +D+S+H Load Combination +p+S+H , Locati�n of maximum on span = 6.00Oft Location of maximum on span = 6.000 ft � Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 � ; Maximum Deflection � Max Downward L+Lr+S Qeflection O.Q52 in Ratio= �37g Max Upward L+Lr+S Deflec#ion -0.014 in Ratio= 1712 � Max Downward iotat Deflection p.p8q i� ftatio= 860 { Max Upward T�taf Deflection -p,p22 jn Ratio= 1070 � , I i....----..._..._-------•---_..._......-----.----------------......._..-------�. . .....------- _..:..._..........,:;::....:.::..........:...: :.:.._.-:,.....:..,....,:::.:::.......,::.:........:....:..:..:.:..:._..:.,::;. - - _.__......-- --....- -----.._.....------- - :;Overali Max�mum:Deflect►�ns:-;Unfactored;Load.s;::::�::':;::::;;:?::::::::::::::::::: .:............::....:............�............. .....,.........,......:.............,...:.......................,..::.:_ _.�._ _...._..--�--�------........_---....._. ......_._ ........__._.----- Load Combinafion Span Max.""Dei! Location in Span Load Combination Max."+^DeA Locaiion in Span - _..._-__._____.�.__......_......_----- ----.......�..__--------_._...__�----- -----.._..._-----------___.-._....__--------___--- ........_.... D+S 1 0.0837 2.658 O.00OD ��������� 0.�00 D+S 2 0.0359 3.272 D+S -0.0(}15 0.278 3 0,0060 3.272 D+g -0,0224 1.000 °:UBI'�IC81;RB1C�14tIS:;'1�i1f1CtOC8d::;;:`'::t;;<::`'::•:::::`;::<;: :':';::::`;`:::; Supporf nolatian:Far lefl is#1 Values in KIPS .......... ..... . _.__.:::__.....:.::,......... --� - - --..___.--- -__.---- -.._......_...----._..__--.....__. .........__-.__......---_..._---- oa om ination Support 1 Suppori 2 Support 3 SuppQrt 4 - .... . . .. OveraliMAXimum --....___---.-__�.._..__....0.372 1.131 .._�..--- 0.497 ..�._. ..............----.--------.__---_...._..__.--------..._..------...,....__.__ �Only 0,140 Q.42A �.186 S Only 0.233 0.707 0.311 D+S 0.372 1.139 0.497 Anderson-Peyton Title: Job# S'.ructural Engineers Dsgnr: Project Desc.: Projeci Notes: P6nted:l4:UL 201C.1;46Pi.1 �";".:'-..'-:"".'"G:^.:�:.-_^:;-!;i57:;.:,:.;.:.;.;.:::.i_.._..__:,..`'","':.-":.:--..;,-;:�7.::;.:.�..,.,-,-,-.-r,--.-;^:�.--:;;;?::.;�..�.. ,-..,.... "----'•....: ..............��......-..:-:-';;+.� - .. •. .,.-- .. :::.,:.: ; ,,.: . .... ,: ;.:file;;120 0 710 7-2 3 6 Yaim CreekApartments,CG;;S£91Rec Bu(ldiqgiroof,6eams=yelm�ec Dld :ep6;:_ , ,:..:..:•.......... .......:..::.:..:::::::.,.::......::,:..,:•.:,.:.:.:;:•:.:p: ,.....,.....:.;:::.:.;.:::::��....::..: ,.. ,........:...:....:.:...............,:......,,:::::::::.;.,::.,..,..,,.:,......;....:...: '.�. : sf n::.::::.:;::.<�:.:......:..,;:::..:..::,;;.:::>.....:...::.:.... ......:...:........ De ,:...::::: .. .:. ...:: eam ... .;;>::. >.;:�:: ,.ER�t ,:i�c.t`se�2oia�:ver:s:o�r::;: :Wo.o.tl::B . .. ........................ ..,.....,....:.:::.:::::: ::€N c, , :;:...:::;.......:.....:.;. ... ..... ...... ........:............:.. .9..... ..,...... . . . ......:.... ... . ...... .... :..,.:,:. �...::.: .::::.....:::. ::....,. :� . .. � . . . . .. . . . . ::,:, �: : , . ,. .. . . . . :::: .. . :..... :.. . .... . :.:: . . . .. i it• ' Q i 0 R Descriplion: P6-Long Puriin-West(max) Material PrOpertieS __ Calculations per!BC 2008,CBG 2007,2005 NDS _._.._--__.__.._._._ _....�__._.-._�..�__w-_.---.--_-............----- ......-.. .. _.-___.._. ... Analysis Methad: A1lowable Stress Design Fb-Tension $��-a psi E:Modulus of Efasficity Load C�mbinaiion 20Q6 IBC&ASCE 7-Q5 Fb-Compr 850.0 psi Ebend-xx 1,300.Oksi Fc-Prll 1,300.0 psi Eminbend-�c 470.Oksi Wood Species : Hem Fir Fc-Perp 405.0 psi Wood Grade :No2 Fv 150.0 psi Ft 525.fl psi Density 27.7Q pcf Beam Bracing : Beam is Fuliy Braced against iateral-torsion buckling _ - -. .. . . ... ... ......... . . __........ . ..... ....... . . ... __............ ... . .._............_...._..... _...._..._.. ..._..---......---.._.....____ .. I D(0 075) S(Q 125) D(0.075}S(0.125) D(O.Q75)S(0.125) i ' �: � : �.���. 7� �-,y �� 5 � f�:.� � ,�.c� Ss �..8'r y3z�, �� �r+��} M"'2'? :�:�.r+,� ,��� � �,,,;.' ,� ��s,- t z£,-.,c� �s4.� I � �; rC 4 . ��., G L 1�7 �. ,�' 3 ? . 'S f*' . �S�G' iS. � ff 's+`�,Y�s :YS'� x } � 1 .�5 a 'S. . .?L'ta'. 4 n.�. 'y ;. .., � � . . .Yi�...���;.�. ...:�.:.., ,t.��,...fr..'.�.iv.y:<�Y i N.L:._... 5'.: �` f �'.�� - ? _ 1 .�...`��- : � _ 1 _ , � 2-2x6 ``� 2-2x6 2-2x6 : � �'� j••, ��, � Span =6.Q ft Span=5.50 ft Span=1,0 ft ,....,...:.;.....,,.,...,..:......:...:........... ....:...... .:......::::..:.:..:.. .......:....::::.:...:: Service loads entered. Load Factors will be applied for calculations, :::�:AAI?tied:Loatl§:;;:::�::°'::::..�;:'���:_--°__:_-:__:..:::::.::.::::_::_::�:''�.____ _ - --._........_.___ Load for Span Number 1 Uniform Load: D=O.d750, S=0.1250 klft, i'ributary Width=1.0 it,(Roof; Load for Span Number 2 Uniform Load: D=Q.0750, S=0.1250 k(ft, Tribuiary Width=1.0 ft,(Roof; l.oad for Span Number 3 Uniform Load: D=0.0750, S=0.1250 klft, Tributary Widih=9.Q fi � ......... ........:................... ............ .. . . . . .. . .. _..`_.._ _.---...---._ ._........ .__.....__..._._ . ._ ----- -, � � .,�:i >;aESIGN SUMMARK,,`, .,;:`.;._�-�-�-:.__::__:__: :_::::.�: ' ---._..... .. ' ;Maximum Bending Sfress Ratio = 0.580: 1 Maximum Shear Sfress Ratio = �.446 : 1 � � Section used for this span 2.2Xg Section used for this span 2-2x6 � : fb:Actual _ 640.53 psi fv:Actual - 66.78 psi � FB:Allowable - 1,105.00 psi Fv:Allowable = 150.00 psi � Load Combination _ +D+S+H Load Combination _ +D+S+N � Location of maximum on span - 6.00Oft Location of maximum on span 6.000 ft Span#where maximum occurs = 5pan#1 Span#where maximum accurs - Span#1 ' Maximum Deflection Max Downward L+Lr+S deflection 0.033 in Ratio= 22D2 � Max Upward L+Lr+S Deflection -0.009 in Raiio= 2740 � Max Downward Total Deflection 0.052 in Ratio= 1376 Max Upward ToEal Deflection -0.014 in Ratio= 1712 -- ------------------�---- ,: : :;:.;::,�..:,....:..:.......:......................::..:,,.............:....,;:.:,:,..:....:::::>;::::::. ?::::Overali Maximum Defte�ions::-Uiifactored Loads:.;::;;:::�.;,:::';';;:;:;`;;,:, .:............... -._......._...._.__.._---- --�---__....__.�_-.._.- --..__.. _............. Load Combinalion Span Max."-"Defl Location in Span Load Combination P,�ax."+"Detl Loca6on in Span ____.._.__..___..._._w.___..__..._._.__...._.�.......__.__.._._-.-.----.- -.--------......_._.._..._-----.--------.__...._.....�...�.-.-.----.._._..___-.._,�..._ ....._...-------• -- p+g 1 0.0523 2.658 0.0000 0.000 p+S 2 0.022A 3.272 D+S -0.��09 0.278 3 O.00OQ 3.272 D+g -0.0140 1.000 .::.:.:..:.:.............::........... ............::...::.............. . .......,.;...,.,,........... ::::.;VeCf�C�1:ReaCtioE3S:=:UtlfactoCed::::`:::;':;>:;::::::::'::`;:i::`::;::::;::`::`.:;:' Support notation:�ar le is Values in IP = -----------------__......`.. ......._..._..._......_.----- -----....-----.....� _....._.._--------........._.__-.._._..........._.. Load Combination Suppart 1 Support 2 Suppori 3 Suppori 4 ____.......__----�--...�.....�.._�.._��_....------....._..__...__..___.._.. ... _..._.........__....- ---......,__....____�......----...............__-----.......---------....._.......__.__.. Overali MAXimum 0.465 1.413 �,621 D Only 0.175 0.530 �.233 S Only 0.291 0.883 �.388 p+S 0,465 1.413 0.621 Anderson-Peyton Title: �o�� Sfructural Engineers Dsgnr: Project Desc.: Project Nates: __�._......�,._...,..__--�—___�..._,:-,:-....-----,------�--.-----:-->::�.-.-.-.,-:.—�_....�_..�. ..:...:.::::...::.:::.::::::::::::.:.......... ::,:.::::::>.;,.;......::>...::.:::.::..,... . ;.,..._..,•::.:::::: .:......::..... --- - --- ----- -- - .::. ;. ...:,..:,>.:::::: ,:....,.... ;.::..:-<. - - _ ,... , ,....:.:>:.,::..::::.:..::..:.....:: :<::;.:-:.:::..,.. . .:..:.....,.. .-..__. flli : L 1 , .,,y , ' �.:, �- _....� ......�.�..,:...—":.-;-c.'._...—._"— ° , ,. .......Fie; :120071(W7-236.Yeim Creek` ar6iients, .. , ,,: , -,...:�:-•:::::..;�::.:.:::....... ...';.,:.,�.::�::,:;::::::::,:,,:,;..,:.. .. . . :..........:.:. . ...........:............. ,.:..,.,. p AP.., . . (GG:-:SEB)iRec Buddu�gLnof:beams:;. im rec bld .ecfi;:.:: :; ::::::::..::.::. .. ,:,...:.:,:.:.::.:,:.:::-.::.:>..,:.....,:;...... ��d;:B@ ; .. V?J a l�eS ...........::.....:::::::.:::...:,..:...,.:::,>;.-.::;_.::::,;,::;_:.,,;;:;:.::;;>;:,;::::::,;.::.:: .. ,:.. e... . . :. . m. � n..... ....:..... .....,...:::.:.:..:...::,.::-..,::...:.....,......:,,. ... ....... . .. . .. .. ... .. .. ... , .... .... ....:. .....::..::::.:::::.. ......::.:::..............� . ...... ......... .. . ... .. ... ,.. . . .9 .......... .:.....:.... .......:::.:..... .::...:..:..:.:..:.:...:..:.. ... .. ...... . .... ... . ... . . ... . .. . .... .. . . ... .. ...... ...... .. . .. .. ............... . ........�::............................. :.:: ,.:::.:.,:EfV .....:......................:.�::.�.:::..::.r.�:::�,:,:.:�:::::.:�::z::.:..:.:.:�,.,,::::.:r:::::::z::::�.`::::�.;:;::::>::'::;:�:::;:�:''::":;�.:`:;r.::�':.:.�� '��': ........:..:_:....:�..�.,.....:.....::.:....:�.�., . .,�.:::::: ..... .:......... ..,,....::. ERCAL'C;.iNG:19832010;•:Vee•.6:0:22;:"i i.��� _..s � , q . Description: A-Header Material Properties CalCUlBtions per IBC 2006,CBC 2007,2QU5 NDS —.._.___.._.----._._.__.. _..._. .__...._.........`-- ----.......__---_-------___..�..__...._..__. .,._�..___ Analysis Meihod: Allowable Stress Design Fb-Tension 850 psi E:Modulus af Elasficity �� Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 850 psi Ebend-xx 1300ksi Fc-Pril 1300 psi Eminbend-xx �47�ksi Wood Species ; Hem Fir Fc-Perp 405 psi Wood Grade :No.2 Fv 15Q psi Ft 525 psi Density 27.7pc{ Seam Bracing : Beam is Fully Braced against fateral-torsion buckling -- - - --._ ......._....._..---.._,_....__........_._.._._...__._........_._...- -----._ ... .. .... . ..... ..._... ... ..._._.. . ..._..___.___. ...._.._..-- , D(0.114)S(0.19) � �w,s��x �� x f y�„�r� '^C��+ �rc✓.fi� ��J�"ia� p �. 1 �_��} S,+i�r -✓° � � ., x . { rr F'%`a3 a 5 T� z-r �y,y�`�" S crS'�il�J 93 +� � r U.t- ...�"�j'SC'> r,y.� j 's 7 '` rA'b f'�fl,s%x,3�.x�3� 3}�is�j� �"�n,�' .ir6 ei.r` �^xa � '� ,.f.�''�e }-f' r' ?3 .3' t' , C�" x1%'-� '.�l+ �s Sl'Y- .r .af'?'- `sl J` 3�q.2{�tr�..3.�'"{ . } z.rg'' x .x ��'�ifx.il���rG����a1'�`'�_sS .'�!°.c'�,4s���t ��� �' �''^r� `�'�-.�.af "��'-r t'"` _- ' �-^'��, �r un,-".�"t r�'"�}''✓"�i^'xs,'��C c�c�>y�''�'-r'�''.�`fk xS'���r�� �y.a�.r f q. Iir` ,t, >r '�- .'fs��.s i �F. : +���• �` a� �'�g'�Ju' ._��' 3"�,�;�,t zz.fr��fi���i +�}'�• � �:,.t:r��.Y�r'�� �'.x�.$�^f.� ..t�i 71 i ,�.'�t'�,r v-'' ts,;.���� k�f, �=x�'9.>.� � 1 r �r-�, '�o s,,,,�� : x:....,,. ...,—_.�. �.. .:..... .,�.....s >�z.._ ..,N..�+ .. ...,r... . r/. -\,t. � ' /\� 4X$ ��L f/ ' � /�: � �� `,�� , L.—: r '\ _.._._._---.. ._..—_.... . .. .. .___..._ ._. Span_._..4_750ft _. .---. --- . J :.. :::: ::: ..::..:..::::: ::;:;�:::::::.: .:.:. .::,... ,.;.::.,,. , ......:,,. ... ___ .. _--- ... .......----.. .- Service loads entered. Load Factors vdill be a lied for calculations. ::��.p�l.ied_Loads:�:�_.:._::-_r:::�::;:;`µ'::-_-_--=`-:::::�:�:::�::�:::�::>::.::::.::::. - -........___--- -...._.._...,_......_ pp� Load far Span Number 1 ���� � � ������� Uniform Load: D=0,1740, S=0.190 k(ft, Tributary Width=1.0 fi .............................:.:........:...:...,.:.:..::..:.. ... .....:,.,,...:......:.....::.. r DESIGN StlMMARX?.:;:;;::::.>:;.:;,;_::;::.`:':_'_ '��.:_::'�;':,_'-._.__. - - - r• . a - --- - -............ ..-------...._..........._. ....._ Maximum Bending Stress Ratio = 0.304: 1 Maximum Shear Stress Ratio = 0.213 : 1 Secfion used for this span 4Xg Section used for this span 4x8 fb:Actual _ 335.55 psi fv:Actual = 32.01 psi � FB:Allowable = 1,105.00psi Fv:Allowabie = 150.00 si � : P � � Load Combination +D+S+H Load Combinaiion +p+g+N ; Location of maximum on span = 2.375ft Location of maximum on span = O,Q00 ff Span#where maximum occurs = Span#1 Span#where maximum occurs - Span#1 i •' Maximum Defleciion � � Max Downward L+Lr+S Deflection 0.015 In Ratio= 3754 � Max Upward L+Lr+S Defiection p,pQQ j� Ratio= 0 <240 ' Max Downward Total Deflection 0,024 in Ratio= 2346 � Max Upward Total Deflection 0.000 in Ratio= 0 <180 � .... . ------------__ ___._._..----- --...._------------ _. ,,,;......:.:......................:......:................:......::.,....,.:.................:...............,.:.........,.....:....:.:.:.,-..:::... _ _._..._......__._.. --- -----...... _-----. .._-.--. : ::.:Qveral,I Maximu�n;Deflectioiis:=:[lnfactored_Loads:;:;::;;:;:::;�::.::;.:>:;_::';;:; . . ..... ...:.. ........ �. ....._... _:._. ,.::...., ........� _..................__ ..._ _--�--- �._.__ ......_. Load Combination Span Max. "Defl Loaation in Span Load Combination Max."+"Defl Location in Span --------------_. _..._........._--------------......._--- ....._...__._....- --�-----......._._- -• ----._...-- ---- p+S 1 0,0243 2.399 0.0000 0.000 `:V rtic'ai Reactions=:`Urifac#ored;;:+;:`;:;'` [;':;':: :::`;:::':;:;:';:';_;;;:: s� ort notatian:Far left is#1 , e.. ., .. .. PP Values in KIPS . .:............ ,.. ,,., _.__..____ _..._._...._ ..._..___..___._.__...._-- LoadCombination Supportl Supporl2 �.�..�.�—_.�..���.��--------�..."..""" ._..___....._.._................_. .__.__—.......,..___._--------.....,........_-----------------..........._....._....__.-- OverailNlAXimum .._.._ 0.722 �6.722 ----......._------�.._..__....-----------..._.....--------..._.�.......---- D Only 0.271 0.271 S Oniy 0.451 0.451 D+S �.722 0.722 Anderson-Peyton Tiiie: Job# Structura(Engineers Dsgnr: Project Desc.: Project Notes: PtiniEd:14�UL 2Q10,2.05Pt,i --..,_;-,.:.,:..-,;.. -.—.-.--�_,.,_.....,_-...—�—_.._...._..,_—_._-•-.--..,—.----- .-�--^�—�.,.—:r---,-r..-'--.....—,--._.,...—.T.— — ........-.._...;.�. �.........:......—.-;.......... ......::..r...:.:...... .......�....:...,.,:....;.:.:.;...,.. ....:. ....................... . . ....... ... ...... ... .�...:...:..�.,,.:�.::�:�..:................, . ......:..<.:�.,.. ... ..... .. .... ........ . .. .. ....... .......... . . . ....�........ .t:>..o._.....,::.:�,,:::.;:::�:: •; ' " . ..... . . .. .. ...�. .... ... .... .. ,.., ... �ife, .12UOZ10T.;238 Yetm Cl�k`AparUnants.C.G,`:SEB tRec.Buikiiriglioof:b;e$rns<'Yek�i rgc tild.g:;ec�:';;; ,....:..•:. , . ........ . ...:......: :.�:::...:: :.....,..;.:,.:,:..:..,:;:.,.... ..:::.::.....::P;::: .:;:::;•-,::,:::<.::.::,.:,,.::..,;.,:: :.�::::«>;;r;:>:.::::;....::..:.:.. ,. .. . ..:�:.::::.::....:c:.,,<.::.;;.:�:•:::.,:.:...,..:,............:::: �.:.:::.::.,.:•. ::. ,: .. � :: ., . .... ..� ...... .:�:::•:�...;.. .,::-:�t.�:.::;:;;::::r: .....::::��;:::„.:�;;;:. ..........,:�:: .....:.:.. . ..:...�:.:;�...:��..;,,...,......!�i�::::::tz•::�<;i%C''i::i::?%i5:�>i�':i'; - E:SI �1:,�.r:::.:..:.::::;,.:,.;:.,.:.,:.......;:::,::....:......>::.::•,�.;:::::::.::.:, ,:>:.::;:;:,..,.::.,.::.::>:>.......:..,.,:.,,:.,..,.,...,..................... ;�i.�ENERCACCi]NG::;�983�26�D;:Yer:6:0:2.2?;;�: �WQod;B�am.D.-::,.::.:g::::::.:..:::.:..:...:,....::.:.:::::::,::�...::.:...;.:.::.:.:::::;:::.::...:..�...:...........::...........,.............. .. ...... ... ...::::::.::...:...:.:..:..:... . �.��. • - a . e Description: B-Header Materia! Properties Calculations per IBC 20U6,cBC zoo�,2005 NDS --___._____----- __.._..._._.. _ __....... ....._ Analysis Method: Allowable Stress Design Fb-Tension 850.0 psi E:Modalus of Etasticify LoadCombEnation2006IBC&ASCE7-Q5 Fb-Compr 850.0psi Ebend-xx 1,300.Oksi Fc-Prl! 1,300.Opsi Eminbend-xx 47�.Oksi Wood Species : Hem Fir Fc-Perp 405.d psi Woad Grade :No.2 Fv 150.0 psi Fi 525.0 psi Density 27.7Qpcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling _. ..................---._.......—_....____._._... .._...._..i __ ._-- -----._.. . ....._..... . .. ._...... .._ D 0,914,0.048 S 0.19,0.08 � � � ��:f nC`v �,r :j �� ��i 3 � �a.��7_:x' .+s%�tn'ap�' sri:'K'T:c +,..,�r��?'.'+M1-'�r�Y �y�i �.' `�"'y�rr`'C'+ .�^t,"����.`� � t F+f' r,; t�� � 9 a.�'a'�* x� ?�i v.�f:x,-C'�.��-"?�7�,I ''n,`s �.�}�*''tY'�,T'�''�„��'-'"�`�'"i 3�",��3.rf,p,��?�� �,�. ,.. t�; v '� �� �`�� ..,f'�, `-r '�.rm� '�r' � .� '��:"1 3Y ,.,�J,+�v�yr•�" Y� C4�� r ?a y.+ 5' T - . � :f,.�hi,��ii-�._.$"'s� .h����'�+ vl�.i. �, �yr,r1xr r� ..,s.,r,��a_S-.c_sr.x��,�'.'.�^:,���� .�5�:��=i �'+'�' t°+R: .y...�'-�5'n�.���i;.+�� �✓ f�y+' l��x�errµ�,�y: �fi�. 3 r,:,x � -��, ra�:�a'T°f-=.r,.� 7" _`""�i��'a ;�� �.F '?�:,��4' ..�� ,.Fs�._.`��d:�';e' �s �r�? � ..n"���.i`�7:'�Sr ;�r?'f',�r�„�:�..�F�'».,�-v�v=�:�°�'sta�+::��`:i` ,�%' ' }s�.r�,"�.�� ������,�':��� iF;.c�^*. ?:�' sf�.� 'rr.'-a.'._u...5�.r.t'."3"r� �,.c..f :Si f' �:••s�:.:s?v.e:t�� �i �`�s ^�'- `af�-5^ �'f.-"•'r ^,s;. ,�f,`��k� W 4;�';�'f`>>- `�..° ,,,.r.r, s�� as}m��c�r�.. �i��i� � `�? ;,�i�� `-s. s 'wxs:�.x, .�,F`'�i,,��e'•;�'�s 3� ,�,.;sS. f�S, .^%" d-"'>� .,.s��l,ru�'��"�s 3g ,.si�,,.,:,.s-n.:rr�^�.. ,,.r'f .fy�. ��:'. ':' v...fi.....,},�.'°r -„�.�-�E��r.n -i� =�'%ri''^�.s���i4;:,.;rv'nY •,�,��.=^ty"`�.�" iF.'�Y ."y. ���'�'�"`r 'yE-,�k�r�F;; .?s.�r"1^� .3:Fr=-fs �'hiii��r.'`�!�•'^�np��t� t �' .�',rr ?_�'�'.r,s.�g:T•rr s,'i�?�,5;`,s^,�. r�s'.;''fc�:,�--;. �,,.�.,:v:s4''^.?.y:• ,v-�3,'�'{5�^y,�`<�.�,.!" �rS,, t;'�.'� ����F��.:,��i�`��r S�:s.'�,'a- _f7` :�� _ �G+�a...`�aY=:xs�. `ui�,�....�,Y�•�r^.';+,r„�-��s�"�',,,s,.. �i'?�_a;;5. 'ri .�.:?r<<,C�i`�-'-`.'S?�.,�l�^�'y21�r. v �,y�- -t�,«K"x.� .y�1:,�•. c±�,:r?::� :'.,,.?.���<a;�.ss�!� -�l� .a � d s���.:..{ ��:'-,.��.�%- ,*^,�is.�f.rr `�.�.,r.,:.r,s, r"��r�._ ,. :,r�, � .N�„r,,.`f�a.;1C.��r�.:;^::^o.� �;%-y�,��53,:^rha%ar�a�t��� „�'.��7'�iYf.��-���.':. .�- 'f'.3=�.a^ . � s S br .-.r::= i .- wr,e.a f �.�a�`3.4 f,.r,,?�. '"�..` v. . �'� i �t..,�;'-�,? �*. .�,5�.,:��.�;f kr„}�r�,_�"r_ . ,�� _ �,',r•.,....-.. w r :��-c . _ � - ...,�.,; -�- ;.•�� .,. ..,.: .,,._ , �. t .. .., �..,...._ . .:��. �.: _ _ �'� � / \ � � � ��,�' 4x10 �%\� \ J ` , ..---.� � L—. � � ' Span = 8.250 ft . _ . � Service loads entered.Load Fa�tors wiil be applied for calculations. ,....... ,...:.:.::.::.:........... . .. . ,.... :z:: ,. ,.;:_Ap I�ied:LoadSi:;,`,:?:;<.::.::::: ::::::::.:.:i;::::.:::::.::..:::::::;.::::::.::. __._.�..._..._----- .._.......__..__ _ ....._.__ ------- ------..._......._.�__._...-----...._ ....._ Loatl for Span Number 1 Varyinq Uniform Load: D(S,E)=0,1140->0.0480, 5(S,E)=0.19�->0.080 k!ft,Extent=d.0--»8.250 ft, 1'rib Width=1.0 fi,(Roofi ............................... ......... .. .. ............ .. . ;::;DESlGN:SUMMARX;`::?:'::::::::::.::::::.::`;.:::: ::::::°::::;.:;.;::`:::::_:: °" ' ------__.._,..._.__........_._.---._...... . . .-- ----___..............._.---...------.. ...__...._._.._. Maximum Bending Siress Ratio = Q.435: 1 Maximum Shear Stress Ratio - 0.245 : 1 ; Section used for this span 4X�Q Section used for this span 4x1U fb:Actuai = 443.84psi fv:Actual - 36.70 psi s FB:Allowable = 1,Q2�.00psi Fv:Aliowable = 150.00 psi � Load Combination +D+S+H Load Combination _ �ptSt� i Location of maximum on span - 3.836ft Location of maximum on span - 0.000 ii Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 i ' Maximum Deflection Max Downward L+Lr+S Deflection 0.047 In �atio= 2093 � Max Upward L+Lr+S DeflecYion 0.000 in �atio= 0 <240 � Max Downward Totai Defleciion 0.076 in Rafio= 1308 i � lVlax llpward Total Deflection O.OdO in Ratio= d<�80 � � � ; � i _-•-------........... ........ ..----._....._._._...----�--......_...---�---,—.....� �-----....__._........------.-::`..:.'..'.`..::-:.:.: ::.:..........:.......::........:.......,::.: ,...., ;.:..::............;,:;..<::::::....:: ,............ . ;..4verall;Maximutn DefiecEions;-ilnfactorQd Loa_ s::;i::::�:::;::>;>;': --_.._._-- ___._.__—.._.....� ....._-- ._...� ...:::.......:..:.:....................:.::............_......,.,......:...........,..:.................................:.::,,.:,,.,.. Load Combinaiion Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span —___.__._.-------�_ ..._.---....._.. -�-----.__.---....-•---- _.__.._._....._...... ---.--.---___._....— .._.....__._.._._-_-----........_.---.--- o.a000 a.000 "ptg 1 OA757 4.084 ::::...: ..::.::.:.:::.:.::.:.: ;:......................:.. ..............:..::..:.......... '`';Yei#lGal;ReaC�l01i5:�;Ut1t1GtOCe(I.°.::;;::'.',.::;`:;:;::.:.:,:'>:::::::;:.;::;:;,: Support notation:Farle is 9 Ualues m __.._._.._----------. ...:.......:.......:....::....:..... :................................. .......::.:...... ........._------- .........___.__ ........._._._...—_..._____ Load Combination Support 1 Supporl 2 ._---�..._..___............._............�.._-- - --............_._--------------._........-------_.._..—_.._._.......__------- __._,........_.— .—_.....__... Overali MAXimum i.012 0.770��� µ D On{y 0.380 0.289 S Only 0.833 0.481 D+S 1.012 0.770 Anderson-Peyton Title: Job# Structural Engineers Dsgnr: Project Desc.: Project Notes: . _._.�.._____.�..:.--.::...:..:.:.:.::--.._....._-.. .......,..,,:...,,....;:-,,.,;,-_ � . ;.:...........::::.::......::.....: ..:.:.:.,...,.........,,.... .. -T..-.-�-.--_-.—.-.-..—•....,...,,...., -- ---— ,.:SBAR9 ,,..:.<...:....:....::...........:......:::::::......::...:..,,:.:.,.:::.::.::.......;,..:...:::.::: :::::::.:..,.:.::;:.:,:-..,....,..:::::,..., ,. ....... . ....::.....:..;; ..........,...:...,:..:::.:::::..r>.�<::•:::.::..,:;::.�..::.;::.,.:.:.....;:.:'::�:.)1;..:i��:,;::.�:::,.:::•.,:.:-. •; � � '. , t.' — — li 7: L T....� ...�� ... .. .... ...:.�. -�, FIIB...1200 - ..... .... .... ... .............. ... > ;.:.,:::::>:�;�::::::::::::::.:::::::.:.::::.:::,::::-.:;:.,:;:.:a::.:;. ::::;::.:<::;;::::,:.::.:..:.::.:?:::.:.:?10�,2387eim,Creek,Apartrnents_{CG,-SEB}.. Buddm 4robf.beams.:etmrecbki :ec6:::;:' ....:. .:...:.:::.:. ....:.: ...........:.::........::....,:............:..... ... , es :..:...:.:::...:.:.::.:::::::...::.::::::.:..: ...::..:..:......,... ... ... ................ . ::.......... ;.:.::;::;::::.::.:::::.:::,::::.:;:.:::.:: .:� VVood.Beam.:D ...i n.....:,.. ..:....:.:...............:..: ............. ..::.. .:.:.....:........:.. .. ... ..................:.:........... ....:.:.::,..::..:.::.,... :. .... ,. . . ..9... ... . ......... .:........:.... .......:........:... :.........:::.:-.,. , .. ,.... ,. . . ..... ., . ....:.::.:.:....::.......:..:...:..:. ,..:.:...:. s.. r ;:....:-..:..... :......... .:............. .. ....... a. . . ...............................t...,......�.,.,,... ....,..,.,,.............:.....:. ,.........,.:.............,..... ..........:.....:..:......::.:..:.......:.,,.......:,..... ....,..,....... ...........,�:::�;::<:rEN Ef2CAl'C;It+IC:i983-3010p.Ve�:6:p;22i::�'i� ..:...:: ........:...:.:.:.:::.......::::.::.....:_..... �•�i• • - - s � o e Description: C-Beam Materiai Properties Calculations per IBC 2006,cac 2007,2005 NDS _ ._._....___---------..................._.._.----- .—..__...___.—. ...—._..._..__ .___—_._..._......... ___...._ Analysis Method: Allowable Stress Design Fb-Tension 875 psi E:Madulus of Etasficity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr $75 psi Ebend-�c 1300ksi Fc-Prll 600 psi Eminbend-xx 470 ksi Wood Species : DougJas Fir-Larch Fc-Perp 625 psi Wood Grade :Na.2 Fv 170 psi Ft 425 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against fateral-torsion buckling ---- _...... ...--------.._.. ......_______._..........- ----. ------.......... . .... _.. .... .. .._._. _... . ......_.._.. . .. __....__ _._. . . .. - D(d,429�S(0.525) : .� �,fm'.r25.�r,��}rt 'r.�y'� � %[' .��, ..'v �„ ,kr�, �;• �� e'��� ^: � .�.tk�'�' T. .�. .. S � k p . . . i a ° � 'S ����'s�..�:� �` a f� i� '�,.��z,c� r` � s °s �s�e�'�,'��?-.� N-i..N '.� '�� a;�7��.° ;�,��i.-r.ca Y�"� a�y,��' •�"�',s'3v-�,.�s, .,v �r� �7, ; �r �,'3r�3�%��"45r .S.r S' 4n✓rt r n .f.fi`� � c���s✓.`.4r�'S�i�'�'k��{r'2axi � iflx'?� }s�3 - z $2�"^�'�+ i .`r,.3`'����'r � `�'''�'�� x -^i�,'F""�'-5y�rs,��,j'i#"s`�,,��.�' � r��� �-�.ti � r�r. �r . �'e'��R� ''y��.t`'�f t�3�a',"i'�''�'� c���+'�-'�a ar•+�''�iR�'�,cly-.,,,��4,�x,�„x�,f ?3.r �r r � r,,*. � w..�� r.� .�' � �+cji4 ia�. "`c�".r� a� �a��,�i,.y i ���� i �j �9�5�.��."�'�'�:y�R � ��� � � 3 $ r �'T � v- .w �7�9�'�"�i����1+��rG'`'T��G�;?'_" � e.�#,t.�`'�'' �f�'.��G°���'b'�'�f,'ry� �2 v,� sRp''t s C-�r""�l�f�Xr�S"`S%��;� [ rs^^�.'�`£�'� ,�,'� r�'s+s''��'t..�rj('��r.c��s :t,,c� r �^"rv'r+-a�" T� -r�+'��it `�� Lf ter'r� � '��'' -a�- x '-a �i 3� ��,^k r' .� .�4 `v r r .',,�t F� � s s 'fl �7��.��,�{�?��}"F� �s w k'✓�j,'`sFr>���`�3��K��xt�{,�r�y�.fs�'1�1'v�T`af'f!:a 1'..� rxl'S�. 'x�� �-�,s�'�.' . C' S SS� .i. t f' 'e'y�,3 's ..t .,.r +$ � x..�t,���� ..� .,.sz#,. r.��°.c,.. _.e�"i.,... .^'`r?S4rr.+.._..{�i,r�,.x��'�{.d,'�:x.3an'$_��,'„ r-7 r`. ° ?, s S. :- x-i t` J�{'� � �� 7 ' ` 1 � 6x 10 �/---' � � `., / '\ �-----' l.._. l � 5pan=5.750 ft Service loads entered. Load F actars wl€I b 2 �Ed o ai I ' ,A....1ie�.Loads::::::;:;:':<.':::?::::_:.::�:s'�:::'::::::;:::::'::::::�:;:':'>::.:::::::::::.:`:,.;.i;:;`: a If f r c cu ations. __PP _`-=---=�.,._:__:..:.:.::._:_��:____–__........._._._._._._ FP - - --.__......____ __.... __._....._.. ....._---. . Load for Span Number 1 Uniform Load: D=0.4290, S=0.5250 k/fi, Tributary Width=1.0 fi .................:..................•........,...........:::..: ,:,............,.....:,..:..::..:.. �::DESIGN'SUMMARY:::;<.;::`::.:;>:::::.;?:;:;::•:::.::``:: :::::::::::.::°;::::•;.:-. e- . o _____----��......._.__....-.--.�.. .......... ...--......_______ _... ..--. ..... ......_... ;Maximum Bending Stress Ratio = U.654: 1 Maximum Shear Stress Ratio = 0.338 : 1 Section used for this span 6Xq� Section used foc this span 6x10 ` fb:Actual = �7�,gQpsi fv:Actual = 57.48 psi � FB:AI(owable - 875.00psi Fv:Allowable = 170.00 psi � Load Combinakion +D+S+H Load Combinatior� +D+S+H � ; Locatian oi maximum on span = 2.875f# Localion of maximum on span = O.00Oft � Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 � Maximum Defiection Max Downward L+Lr+S Deflection 0.025 in Ratio= 2708 I Max Upward L+L.r+B�eflaction O.OQO in Ratio= 0<�40 , Max Downward Total Deflection 0.046 in Ratin= 3490 Max lJpward Total Deflection 0.000 in Ratio= Q <180 ..... ............-----�--------- - . _ - ------ - - ..:::. ...:......:............:.,,.,..:,.,....,,.,...,.::....,.,.,...........................:..,......,..,,.....,..;.,..,,.....,:........,::..,. - ------- --. .............. ....... ..--. ...---- ----- . . .....---___..... - ;Overall:_Mazimuin:Defle:ctions;;-;U�ifacto�ed Loads;:?;::;:;`:::;;;::::;:':;>:::::::.. ,..... ... _v�........... ,._ :... ........_.._----- __....�._.._...._—._.__...-- Load Combination Span Max. "Qefl Location in Span Load Combination Max,�"+"Defl Location in Span ____.._..___�_...__....._......_.._....._..�.. ..._._.._ ___......_....r_.--- D+S 1 OA463 2.904 --.....--�--_......_....._ 0.0000�..� O.00D..v._ :, ...,...,,.:.::.........................:,;...:...:..,.........•:.:.::.:..:.;::.:::.::.::.:.:,:;;:::.::::::. Suppo�t notation:Far lett is#1 Values in i S � K(' Veficai:Reacfioris::-;Unfactored::?:::;`::::'::':::::::::::::.`::::::•::<,;::.;,;. •.::..........................:................:.......... ,.._..._..._............,...:::::::.::_::::..,::::..:----......._........------ Load Combination 5upport 1 Support 2 - _..........._........----..._.__ ....._.__ _�..__....-------.— .—__.......__.------.�._.._.._..W...... ----.-.—._.._.._..._..._---- --.,....._....._...._._....__ .. . Overall MAXimum 2.743 2.743 _.__.---.__..,..._.--_--.---.---......._......�_...-------.__........ D Only 9.233 1.233 S Only 1.509 1.509 D+S 2.743 2.743 Anderson-Peyton Tille; Job# S?ructurai Engineers Dsgnr; Project Desc.: Project Notes: Friried:15 JUL 2010,30.p5.�uvi - ......:�._...:._.�. ,— _.�,--���___,,.�_,.:-----..-.—,__._.—::-. ,---.,...,,-.,._,-,.—�,..,-,..--� - - - --- — ,. ._, ...—.�.:_.-,._..—:;:..,.:.�..:..:.:..... ... . _.__.._..._.....�.—_.�,,...--...:..:-..::::.:.::......:..,:.::,:.:.,:::........... , : . k rlmenls.CG-SEBif2ecBuiidin�iioaf:�eams;;;i��?:�:k�9:�1:<.i ,.... ... ..; �:.:::::::':::::c:.:>::::;:;:::;•::<?::>.: ;:61e: :12007147�238Yeim.�ee � .9::........:..::...:... :...:.:::.::::::...:.:.::::.::::........:.. • ........... .......:...:....,;::•:;:.:::......:.:.�....:.....,.:�.:,�.....:...................,.....:...:,:.:>:..,.. ..: . .. ... . ..,............. ......... :::,,�...,.,...:!'..:�:,.1 .. . . ....... ... ... ...�..::::,...:�.+:<,.,..,..:::::..•.:.+:;;...:.:::..y::�`;::;::`:Sl:::::::::..:.::�>:;::.,... . �.. � . ..... ...:.......:.................... ...... . ......... .. . .. ........ . ............ .. ..v,.::.:::,;:;::�:;:;;.;:;:;<;,:;;:::::,::::?`'°;'::::::t::::�';�;;:;.;:;:i':��ENEREAt •_.ING;:;.188320�Qi:Ver:6:0i22:�': ;: . otl:B.eam::Qesi n::::.>:<::;:;>:::::..::;:.::....::..:....:.:.....:.::_.......:..;:,:....,.:............. ,..:.....:.........:.:...., .,:....................... 1�10. ..:..>.... . .....:..:.. � .............. :,.... .::.............:............�..:.: _ . ....... ... ..... ,. .:::....:.....:. ...:..::......::........:......:::.:....:::.....::......::..........:.:.:, .......................:........... . ..........:................. . _ � . , - d . �.��. . Description: D-Beam Materiai Properties_ caicu�ations Per iac aoae,cBC 2oa�,20Q5 NF�S ----_--______ ----_.�__ __._..___.--------._.�..__�_...------------�........_...___.._.� _...—._..._._—_._�... .--�... Analysis Method: Allowable Stress Design Fb-Tension $���a psi E:Modulus of EJasticify LoadCombination 2006 1BC&ASCE 7-05 Fb-Compr 850.Opsi Ebend-�oc 9,300.Oksi Fc-Prll 1,340.0 psi Eminbend-�c 470.0 ksi Wood Species :Nem Fir Fc-Perp 405.0 psi Wood Grade :No2 Fv 150_0 psi Fi 525.0 psi Densily 27.70 pcf Beam Bracing : Beam is Fully Braced egainst lateral-torsion buckling _ . . _............. .............._.....---.................... . ..._._... .. - D(1,139}S{1.896) ; D . S 1 } � ,� ._�.r_, f i _. . T ti�,•� �i}.�` ..3>�/` .r'.>.f� �,''�1'�`'k��rj.,:.yi� I ,� '�. ,,�x x-,.. 'T 7';S,T'`2x sa n1 3 ?,9 a Y�'� ''i. �v�� �� ,�r.s� f4"hs�''����r'�2���0��x����s.�-���3'„¢�,ry���r'"�'. '^�=�.�a-:,;.��z}y��1''"`�,}'�S;'.%�'3>;sryo^.`-"'?'.%�r,.tF�z�.�.�!'s.ra.?�.a.'��'b�'�'%�}�3'^��� _ �-�''-�" �`�w�"�.y."`G;'�t ��� .�:�':fy-t,'`�, t;r__� '�� i r ; _ � .� � j��.� 4X8 %� I i `�, f__.. : Span =3.750 ft � ; ........ . .. .. . .. _ _..._.-..------......_................ ............... . . ... :.::: ...... •.. .>:: :~ Service loads entered. Load Factors wili be applied for calculahons. ;^Applied.Laads:=.`_;-�_.:::�:::::.:°�::'�:.::.:�:.:���:.:�:'�_--_-�.;�_ -_ ......._ _._ .._.�._..._ _..._... Load for Span Number 1 VarV+ng Uniform Load: D(S,E}=0.1740->0.1990, S(S,E)=4,10->0.1410 klft,Extent=0,0--»3,750 ft, Trib Widih=1.�f Point Load: D=1.139, 5=1.896 k(�n,3.250 ft,{G,T.� Uniform Laad: D=O.Q90, S=0.950 klft, Tributary Width-1.0#i _ . _.................._._._.:.__...... ._....__. � ......... , .. .:.,:... .:::...... '� ' e�': . e DESIGN:SU�IMARY :;::.>:.;:.::::`�::::.:::..::..:-_.:__::��:'_��_-- . .. ..... � Maximum Bending Sfress Ratio = 0.665: 1 Maximum Shear Stress Rat�o = 0.433 : 1 � Section used for this span 4X8 Section used for this span 4x$ ! fb:Acival - 734.38 psi fv:Actuai = 64.91 psi FB:Allowable = 1,1 Q5.00 psi Fv:Allowable = 950.00 psi Load Combinafion +�+S+H Load Combination +D+S+N Location of maximum on span = 2.625ft �ocation of maximum on span - O.00Off Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 � Maximum Deflection Max Downward L+Lr+S Deflecfion 0.018 in Rafio= 2457 Max Upward L-rLr+S Deflection 0.000 in Ratio= d<240 Max downward Total deflection 0.033 in Raiio= 1370 NEax Upward Total peflection 0.000 in Rafio= 0<180 � I I =----...---------................------ ...----- :..:. ::............. .....:..:.:::::.........:......::..::. ........... :.............:.: ............:..:.. .... .:. ,.. ......... Overal[:.Maximum:De�[ections:?.Unfectored: oa. s:::.:._,.�;;�::.:: _.----_...—_.�___—........_ .......___ ...__._.._ �— ............... Load Combinaiion Span Ntax."-"Defl Location in Span Load Combination t�tax."+"Defl Location in pan ---...__............ _.._...-----_...__-----......._ ---..__._. -------- _�___._.__......._-------------.._.__�....._.........._....__._._._.._-.---�..�._...._......_ O.00OD 0.000 ��,S � 0,0328 2.006 ' Suppoft notation:Far left is#1 Values in KIPS ........... ..:....:.......:............:: .::.... ... ..::. .......::.::......:. ... ,.. .....,. ---..._____ _;:.Vertical'Reactions:-:Uitfactored::;::'::::::..::::':::::<:;:::<::;::::.::: ----._.�.....---- -----__._.�---_... _..____ _ ..._._..-- __ ___,...._..—......._.___________..— Load ComBination 5uppari 1 Support 2 ......---.--....__._--- ..._.......-_---._._..____..— ..._.....__----_.._..__----.-------...._......_.._.____._.---. Overail MAXimum 1.41Q � 3,677 D Only 0.662 1.513 S Onty 0.747 2.163 ptg 1.410 3.677 �,ndersan-Peyton Title: Job# Structural Engineers Dsgnr: , Project Desc,: Project Notes: • ,::•�:�--.-.. _m._�_ �_...____-�..........:...:.....-��_:�:,,,�;�_.-.-.:...---- - - :.::.:;:..�;::-;::.::::.:...:-----,,..:;:,::,:::;:::,..:.�.... _._,_.----- ...---.. .::::.... .. ....:....:. ,.......:....::..,..,,........ —- -- - ..:, ..,:.;... ..::::::::::::.::.::.:::.:., ;. — .,...: �.:.:...�.:.......-....:• .... _._.r—. �ine: � ai .s:s�P�.; . . :r . ��.. . .... ..:...:...:::.:i:::.;:r:r;�i:;:.�:'::i;?:':::i:i:.:r'r'9.::.:::�:.:�.::::di:::;:r:.::;:.:i';,:ti:•...,:».:z:.::,::;°::a:. . . .:... .: .:�...,.:., .,:.::.:.::.:.—^-^-�.�.:.;.:�.,-.�.:.—�,-.7 ..........:.. .Fie,p,12007107-238,Yetm,CreekApariments. CG:;:SEBIFtec.9uifdm lroofibeams=: Imrecbtd :::. . ,............:,::_::.:::.::...:...:..::.....:.:.......:..:...::;:;;,;:.:::::.::.;:::... :;liV o ;:B a :: ........... :,.,...:..::: ::..:�:�::;•::: .:�:.::_:::.:..:;:.: 4 d. e m.Desi :....... .::..:..::...... ..::�,:......... .. ., . ..�:.:.::.: >:.._.......::.. .:..:.:. ,......... .... ... itt...:...::::..:. ,.:.... .,..:...:,::�::�.;;;::..:;:::,::;.>::: ... .... . .... . . . ...... ....... . :......,......:........ ........ _... . . .... .. . ... ... . .. . ... .. . .. ..... ..... . .: 9.. :;;.:..::...:..:...;..: ..... ......... .... .... ,.. ;,......:.,,;:;;.>_,:;;::;;:;>:.:;::�>.:::;:.,:::,,.,.<::::.>..,._..:.;.:;e. .:.:....... ;.::.:;::�.;;:.:;>::::..:....... .,.. ..:.:.::::..::.>,:..:.,,,... . ... .,,....... .:..,..:....:..::::•:::<:::::::: .... ................., ...........� .,:......:w...,...::.,.:.:.,.....,:..:...:.:.....:,:.,,.......�.�:::........:.,. ... ... ..........:... .. . : ' � EMERCACC;%lNG:79$�2010;:Ver;B:8:22:<: ..:..:...,. ....:.::...:..............,.......,.., ,,,:.,_:. ....,..... . ..,.,,.......:......:...: �.e�• • - s a - e e Description : E-Beam Ma#@Cia( PI'Op@CfiBS _.....__._--------. .....-•-_ ---..._._.._.....___--- -- Calcutations per 1BC 2Q06,CBC 20Q7,2005 NDS Analysis Method: Allowable Stress Design Fb-Tension 2400 psi F:Modulus of Etasticity ` Load Combination 2Q06 IBC&ASCE 7-Q5 Fb-Campr 1850 psi Ebend-xx 1800ksi Fc-Pril 1650 psi Eminbend-xx 930 ksi Wood Species ; DF/DF Fc-Perp 650 psi Ebend-yy 160�ksi Wood Grade :24F-V4 Fv 265 psi Eminbend-yy 830 ksi Ft 1100 psi pensiEy 32.21 pcf Beam Bracing : Beam is Fully Braced against laterai-torsion buckling D(0.1$) S(0.31) D(0.15) S{Q.24} D(0.15)�S(0.24) ! � iD 0.199 O.i37 S p.�41,0.038 � D(0.199) S{0.941� , : � � �, � v � f r vr' i >� ,rr,.4�s i .'..—.—.xr'�u_ *.��„y�'X.�e y�-<C�"�'�r-�f: ;�a s�,.�f35�"'z� "�",r . �- � .:i r� p+'�il�� '�``4s}ya ax.�r '�' a r F"n'�,sc�. r ��.��' f t 4 s ��{y�9 rr -r � ,�.�� ;i, �� �.�,;.`�'��`'„��wy. ��,.3+� x.�.C �r�� A��'{�kan`�--���"'v�' .�����'-"'"'J�'f';y�;M}'�k`•n°x�:,' �' 1 � ����t z Sr�.`�3�'.x.s�.,y 7 u�" C r .� , *>7-'s .��i' F�9',� rr'"�.r`�.�� 03 �� �(t/�.»� ,�}'' ,. : -�. j `� �.7_�u�� �T� a � ' 'i7�2 r r.uf z'! .,.�4t'i.l'.z{�i-5 rr.e#�f�.t�v�''� �•'`�'��"'°�f ,��" 3;Y` � j.-1 { -�i...y.. � � .�. .7 ry..,.�.r 7 .7J_.=_ . �c+...� ,� +f J ...0 ? .",� d J` _ J .Y�. ,r'�� ...___ . , .- ,.;::. .y:�� l, ....�-.�.:r ._-?'t..:.7 Xr.,t:ti, .r...:.�� r..� . � d�... ..;. .-._+. � . - ,; � � 5.125x10.5 �� � l_: Span = 14.750 ft _._._,.. ,.................::..:::.:...:.....:.:::.::::.::::::..:..:>..;.:::,.:::::;.:;::...:..:; ..:.......:.... ---..... ......------_......._...._._...... .----. . :�AppIi2CI;L0adS,?:;;;:`:;;::::;:`` `:;:z'.::::<":`::::;'.::::. :::<: " ` Service foads entered. Load Factors v✓iil be a lied for calculatians. _���—......:..:.::......:.........::.:.:.:.::::.: :.. PA ---__..............------_:-::_-..__......____ __....._,_.._ .. —_..... .....,..... ._._. .... Beam se[f weighf calculated and added to loads Lflad for Span Number 1 Uniform Load: D=0.1990, S=0.1410 klft,Extent=0.0--»7.50 ft, Tributary Width=1.0 P Varyinp Uniform Load: D(S,E)=0.1990->0.1370, Sf S,E}=p.1410->0.0380 klft,Exieni=7.50--»14.750 ft, Trib Width=1.0 f Point Load: D=Q.180, S=0.310 k a(�,5.0 ft Paini Load: D=0.15Q: S=0240 k(a�9.0 ft Point Load: D=Q.f 50, S=0.240 k(a�13,0 fi ....................:.................:. ...........:.....:......::..:...............:...:. .... . DESIGN:SUMMARY<::::::>.;:�::::z;:;:::?.,::z;;:;::;;::;:r;,r.;.._".._;_---...................._....___-------------- D- . e , Maximum Bending Stress Ratio = 0.69 3: 1 Maximum Shear Stress Ratio = Q,28g ; � 5ection used for this span 5.125x10.5 Section used for this span 5.125x90.5 i fb:Actual = 1,471.07 psi fv:Actual _ 76.23 si FB:Aliowable - 2,400.00psi Fv:Allowable = 265,00 psi P Laad Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 7.154ft Location of maximum on span = Q.00Ofi Span#where max+mum occurs = Span#1 Span#where maYimum occurs = Span#1 � Maximum Deflectian � Max Downward L+Lr+S Deflection 0.224 in Ratio= 791 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<240 Max Downward Total Deflection 0.511 in Ratio= 346 Max Upward i"otal Deflection 0.0�0 in Ratio= 0<�$0 I :..... - --- ----------------------._................---..._. .. ---------..... . , . --------..—._.. ,: .,..-.:.:.......:... .;:;:;.::,.....,,....:::::....:.;....,::..........:::::.:.::::::,.... ..:::.,.:;;::::::;:;•:::;•:: :;::..;: _ _._. ... - ----- ._._... . _. ------- ... .--- - � y_;Ov.erali..Mazimum._Deflectians;�;llnfactoreduLoads:;_.:_ ;__:.__;,__...._�_-- . ._.__.._____.__........__.._._....._--------_.._..._ ...__ ------ Load Combination Span Max."-"Deff Location in Span Load C�mbination t�ax."+'pefl Location in Span �__.._._...__�...._...,.-----------._._........._..__--------- _....._-�------------..__......_____...._._----_....__ Q.0000 ...__._ O.OQO.._._..__ D+S 1 0.5106 --........._� 7.375 Ver#ical Reactioiis:�:Unfactore�'::: `;`;::::;;>.::::;::;;':::::,;;;::`;::;?::• sU ort notation:Far left is�1 PP Values in KIPS �..._:._.;.._._:.:..:_v:__--_ --_-�:.::::�:::-.�::_�:__:__:____..:::.:.._--..__.........____ Load Combination Supporl 1 Support 2 __.._....._---.-.--._.-----_.._—..._..---.---......__._. - - ----_....._..__.,......---- --�.____.----- -•-----..,...._..._ Overail fvlAXimum 3,020 2.844 ---............----._...._.....--------.-___ D Only 1.715 f.653 S Only 1.306 1.991 D+S 3,020 2.844 Anderson-Peyton Title: Job# �tructura!Engineers Dsgnr: Project Desc.: , Project Notes: Printed:l4,"JL'101L,3A5PFA _....__�.__.-. ..,..:-�.-.---':c:-�:-.,.-> .,:---•.-,.-:_"-:..::.-^---•-:.,..,.,.:..- .:.-�-'.;.^.-....,-.�-�•-�rr�.-:�1 _-...:.: .. . .... $ . fCC bld . " _.�.,-:-..... .:..:.:..:..:..:......:.:::...:.-�.:..::.:.:.:.....-„--:.-:-���.T,��.�.-:....-,.���.,.,.M�,:,:_,.,..-,-�.-.--:::::�:;:,: B u�kt irovf a -: Im..... . ec6._.:;�. .......:.:....:...........:..........:..... .::..:. ............:........ .. ...... - ....... . .. .. .... ...::: .:....::�,.:,:.::..::::.............:.::�.:.:::•.,:;.-:. ..::::•.;.File: .12097W7-238,Ye1 AP.actrnents.�CGj:��..��....:.::.:N9.:..,::..::_,:.�<..Ye::,,....<,::,�.:,..,.�.:: ...,:...,. . .,. ,.. . ,,.:.:.�.,,......:�....:.::...:•.....::...:.......... ...::..:.:.::.:...:......... . . ............. ..... ...............,.::,,... P....:•.-:,::...:::,:.:..,!n,.:,e .... ......:.::::::...::...::....:::;,......:...�:: -...,:.:.:>;;:;•;;�::::::::.:::,;:::::r::::.::::�::;:::::,.. : GACG��N•�'::1983;2Q10;:.Ver,�:8:0:22;.;;: 00 d::B ea m:.D e SI n•. •,� ;rENER G. :W ......::..:::.:......:.:.. e Q . . :.....:... ...:.. .::,..;..:, . ... ..:...... .::.:......:::.:..:....::..::...::.. :::,;:;:::;:::.:::,..:;::;::.;: .....:::::::...:: ...::...:.:..: ...... ,::....:.. .::.:...::..... ... .. ..... ..:.:.. ...:.:.. .::.:.:...:....:.:..... ::::::::...:.::... ...:.::.:.::::. .::.::.,.:..:... ...:.:. ..................:... :........:...... ... . - - • . �.�i• Description: F-Beam Materiaf Proper#ies Calculations per IBC 20U6,CBC 24Q7,2005 NDS _._....._ ___........_._._------_-____..._._.._.....- .__..._ ._ Analysis Methotl: Allawabie Stress Design Fb-'fension $75 psi E:Modulus of Elasficity Load Combinafion 2006 IBC&ASCE 7-05 Fb-Compr 875 psi Ebend-xx 3300ksi Fc-Prll 600 psi Eminbend-xx 470lcsi Wood Species : Douglas Fir-Larch Fc-Perp 625 psi Wood Grade :Na.2 Fv 170 psi Ft 4�25 psi Density 32.21 pci Beam Bracing : Beam is Fully Braced against lateral-torsion buckiing -----._....._.-.._....._.__.... ._.. ._._._.._.�. ......_..._..... ..........._.__._._. ..._ ..........-�p�0.17) S{0.29) '. _. _....................... . . D(0.14) S(0.23) � D{0.'!4} S(0.23) � I D�0.999} S(0.141) 7 p1199 S OA38,0.141 ;---�-y r I D0.13 , � , , � :�{:�%�;+a��svn..�:o�r .�Y. x'r-�i"r�`a.?:yss•s'''s�"� sc��"�%�j�'`° �y'ry,r�`��`•r JF'x°,',�����t'�"���'��i�� ���"���5. '��r'af"s�: 3_s.�:�.�'��*'-!�a�K'`--`""`.���i;�'f'�:��-�r^'a`v.�r�`v�;�t. �'?}° �iY�'�F.:.r���;.f� _�,;7�� �, �.�?�:-• -:s,��;f�s..�:�",��.�{a2�,;.__ , ,,�"��+� ;.�'r�: ��:.�^w��„'a�v,�' 'ilak;'�,r- ,-•�fr'u�,3�.?,:r,�:_,.'i.�y.,.�`�.�:•-{,a��"�„�'�-�i"9YJ�.'•,�.��,..zis"`s .Lf�,.�� '?'.r.a. =:�¢la' �»�c ; �s.�s „�� .?s..<a.�.�-�r4i"�':. .5$'....�';;S X"v�n 'F%,af:f n.y�?� !�+a.'f"+e4• ".�`4`�'_`t5'i,r, -C� s/'` '� ,w>�`.,���'? ,_� .�...5�„�iy�!:� �,:z�'�, .�:�>,� �r�ic'•=_<<�;3;_.^'e-,.,,�y,'.-^"r'�,�s.^s� .s_�^;�� ,s�.�'�;' .s� �,,." t�. .`a��,%:2 x�' �r ��2� � -�k n��':.tu:-. . , y'} � �{> ��. �h'v�'+.� y�,Fr rt�} 4�. '}F�� 1 �. j�.7r"?�f \��.'�F �r lir�� � . .� �,� ��� .� � < � s�r�?, �_ _<�,�ryS'fi�'. v 3�,�n�4.'„✓�`t,.�,,�'��"'�����.�.r� v}`��z���?3'"�}R���.i�� ��,��� - �`F�.���k4"�-'a�.v� } ����� �Y,��f N^# ' � `'a'�? -,,..`./�,.'sL-F, � � ,_,•7'a Y i� '�i' �s Y� � 3 1� A �S�C°��J����,� r,���.,...v `''-#'��r'����`L-�';� ��-��'�,z.:�1 , s � � �.�- r� � r.a:,.., ..7,3 ���. .r ,�n��x,�,�^„�r, �.r , ,...�.,:. ,:.,.,..,r�3x -i!:. ..._:,, ._ , .. ,. ..a.�� . - ... ... ... .�, _ . ..,.:. ...:_ ..i .-. .., . - t�� I :�� 6x12 � / Span= 10.50 ft �..............--------............ ..... ........._ _... . . ........ ......... . _. _.._....... , . ... .................:.......... ....:........... . :..::......:...:..: ... .:.....:......::. . :..:: :.:.:...:..:::.::.::.::... .:::..:.:...:.:.::: . • , Service loads entered Load Faciors will Be applied or ca cu ations _::.Applied:Loads:::..:.::::...�:::.::::.-.:;.°,:::::.:;, ::::.:.:.:..:,.::.....:�: _....__....._W-..._ _.....___ _._.._._ .......� ----�- . -------..__.......--.- ---_._....._...____ Beam self weight calculated and added to loads l.oad for Span Number 1 Varying Uniform Load; D(S,E}=0.1370->0.1990, S(S,E)=0.0380->0.1410 k(ii,Extenl=0.0--»8.0 ft, Trib Wid[h=1.0 f Uniform Load: D=0.1990, S=0.1490 klff,Extent=8.0--»1a.50 fi, TributarY Width=1.�fi Poin(Load: D=0.140, S=0.230 k(a�0.0 ff Point Load: D=0.140, S=0.230 k{�a,3.50 ii Point Load: D=0.970, S=Q.290 k an,7.0 fi ...............:.................... ....... . . .. .. ... ...... . . . � M ximum Bendin Stress Ratio = 0.628: 1 Maximum Shear Stress Ratio �• 9 __ _ _____ _ ___ � �• ,:DES/GNSUMMARY:.::.::�::':;:`.:'<;:`:'::':;:;'_:>:::�::`°';:::::::::::::: __ - : a.;... . ....- 9 _� 249 : 9 ; ! Section used for this span gX�2 Section used for this span 6x12 � fb;Actual = 549.29 psi fv:Actual = 42.38 psi i ; F8:Aliowable � $75.00 psi Fv:Allowable = 170.00 psi � Load Combination +D+S+N Load Combinalion _ +D+S+N Location of maximum on span = 5.670ft Location of maximum on span - 9.555ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.052 in Ratio= 2412 Max Upward L+Lr+S Deflection O.DOQ in Ratio= �<240 Max Downward Total Deflsction 0.123 in Ratio= 'i028 Max Upward Total Deflection 0.000 in Ratio= 0 <180 I ;-:----..::.-;.:.;-.::.::...:.::.:: : ;::..:: ;;: :,-.::-.:::.::.. ....::...,..:..:...,...,::.....,,..:.... . ;.:;Overa[I:P�ax�mum:DeflectEOns:-::UnfacEored.l:oa. 5::.::;:::::;.:;�;:::::;;;':': _.__--.--...____. ...,_.._ ......__ --- ---..�:.:_..:�:---=-------- .._..___-------�----� _.......... Load Combination Span �+�ax."-"Defl Lacation in Span Load Combination t+flax.°+"Defl Location m pan ---_...__........._._..__. ---._......_.---- T.........._...._...._-•----- ----....._.-_._._�__- O.00DO�-----0,000-------- --p+s_..__......_...------- � 0.1226 5,355 ;:::..:.:.....:........:......::..........:::....:....:....:..........:.:....:..:..............::........ Su o�f notation:Far left is#1 Values in P ;::':_V@rtlCal;Reactions.�;Unfactared.:_'�n: .::� �?__:_i:_:__�-._� pp ---.._._._.-_.._�... _.......__._ --..___._..._..._---_.__-- - , ._..,.._..�.._ Load Combination Support 1 Suppart 2 _....__._...._..._..--- -..__.................._.._.._---._.._.._-.__.._...._..._�-_..._......._...-------._ ... ��verall IAAXimum � 2.137 ��T2.122 �� R Oniy 1.224 1.216 S Only 0.973 0.906 p+g 2.137 2.122 Anderson-Peytan Ti[le: Job# Structural Engineers Dsgnr: � Project Desc.: Project Notes: � —�. ---,�---._.._.__.__�.�.,�.-.-;r...,-,.._..--.- - - Pririsd.i5�JL20iU.i0.D2 ...w�r..........:... _ Atti .,,.:...::.,::::};ii:�t�.::..::.:.::�:;:�.:�..:�::::::.::.:::�.:.:.��.:::...:,;.::.::..:.�.:-.;..;,�.;..,.,.........:..,. . .. - --- -- .:. ,......�.,:.�::::�. e:::�..:,.�::��.:::::::`:::'.;i:�y',<;'t`':`�;;�..�.;i>::::.�.i;PO:;:�:�:.r.:,.�.:..:�;? . :....:..... :: .:::�i'3',':::(:::�.�:c,.>'::.:'::::;;' _ ::. . .. .. �; ... ....;,.............:.::.::..:.;,::.�.�`.:�(r:r:::x":::'i,i�5';;�r'�:+FI�Q� : >..,.:.,:. ,:.;.::.:....:......................:........:..:.....:..".......:::.:..:.:....%P�t2047V07=23.8 Yeliri°Creek' 'aiiinerits'.CG`�SEB 1Rec 6uiidi� _.......,..:.............,.. 1±p �,. . ) . n9lroof.bearris`=_ tm:riecbkl:ec6 ,.;::..,,.:..�...:........:,.,,.::;:,::::::..:.:...::::,.,::..:::::,::.,.,.,..,::� �Ioo.d:.Bear�::Des� . ...:.... ................ ..... .. .. .. ..........,....... ::::>:,,,:,��: .:�. g. . . . .. . . . . . . .. . n, .:........ ........,.. ....,............ ........... . ....,..........:i:r:::;:;::r;:,s;�:;;;-»r;::�:::z::t:,::::;..>.,:.::::;.;:�::.,.:..,:.,,.>::.....,.:.... .�:.....�.:::... ,..�....�............:.......:..�....:. ...:.�.�:.....::..:::�.:. ..........,.......:.......:..:. ,.,.....::,.::,, , �.. .. .. . ,.. . � . . ....... . . ....... ,,..::�:;..:.,:::......:.:.::...:.:�..� ...............................................:.....�.,...,..:. _,.:..,.:.:,.,..:::...:....�..�:.�.:::.�.:...:, ....:v. .....,.....,....:�..... ..._,..>.:,...,.....,;... .......,.., .;..;::.:.::.:..::. ......:.... . .......::::.:.:.::..:,:..:,.,.,.::..:,::.,:...:>..::...»:::..�::::;:::.>:::::,:;:::::,:::::::...,....:::::,...::,..,:::�:::'`:::°�,:;.:ENER L�G-.1 ::..:..;:. ,:...:=;>. ..........:........:::.:: C1�. ,.NC::;i983=20iU;:VerS:d:22:;;: .. ..::........::. . . ....... i.tt• • - • e � e ` Qescriptian; G-Beam Materia! Properties......_---- -..........-----. ._...�.-- ---..,.___..._.--_ �alculatians Per tac zoos,cBC 2007,200�rv�s Analysis Method: Allowable Stress Design Fb-Tension 24Q0 psi E:Modulus of Elasficity ~� Load Combination 2QQ6 1BC&ASCE 7-05 Fb-Compr 1850psi Ebend-xx 180Qksi Fc-Prll 1650 psi Eminbend-� 93�ksi Wood Species ;DF/DF Fc-Perp 65�psi Ebend-yy 1600ksi Wood Grade :24F-V4 Fv 265 psi Eminbend-yy 830 ksi Ft 1100 psi Density 32,21 pGf Beam Bracing : Beam is Fully Braced against lateral-torsian buckling ; --.. .. ... .. ..............___......_—. _., D{1.139)S(1.896} D 0.158 S 0.263 � � � D 0.937 0.199 S Q.Q38,O.i41 • � � r r ♦ s ,T'���'1'�"�,''����i��v's'sr�'�}�`e�..J�C'�'&3F�`���,,�a� r„^?�fr�"�.7,�v,"5�"�� �:y� ._�:!�'i''+�``'"����q���;�1,}yfi"�°+�,�i';� i�°��,�� �.. x r� x9' �`��rn,ar�T.r.y, >* £7 �' �`<'�svrx` `�.;':`,�Tla��a� -J''+�,_r',,��c,af.����"`''^'�. - .��'.%��y�� '�+�5�,:'���:��.�.o v;;r�.r�:� tis:c�'�c-"%:,�t����a�'�.?".;:f.�'jz.�s"' >t�dt � i��:��?�-- ..��Y_ ♦-s ;q�?xf�": r,c4•`���� .� rr x..�r r'" 36:�s,;�fi2. ,i�...'.3ye,'._;�..._ti?,�:-:Lx.�.:-�,r,..� <}s..Y ,e,a u>"yi,;:;- a:y� r.-���7 z'�`�z,s�,"¢�_��-�-C',a Yi� � .v�:¢u �v�.`. •`fi:5 ����is`jw'.5..�.C�,�c l.,s.� ..�t,`.�:.'E!`-',^,,'•+'ii-":a�y,:s'�� :k� �f.,� ";z3�....,r",�„��'"�,,,'?3'f's3�;a�,' ��;fi��� ''k., � � .�3i�. �». '�' `f`",��y .� . � x z=5 �.;?�.'m;"'+�;'"Rf�?r1.eG. '`�� ,..r..�F;.�?+ �< ' e;t�.�^�„F}r,.�J' s r t ssysl'�;�i'y?'_+�.,k �€�F,� ;�r�� �-'�;���;+yJ",�`� r`..�"z�q` .�f^tass�..=.-�-.�� •^'� � .c �*.�.r?"''/5� r 'c�+r1f+r � � a�-,f? Sa^,^".��'*�fl�`s3��.3�"'�?� 'fi.E a.a ix-s �+t�F r t?�s� t`'r�r °n ,rs;�`> �"' r'a 4� .-s '�5 �. *, l "'�F`t� 'x ; ..r<.:�� ..?..'t`.., ,fi>.. ,...._.. !, ?k�. .r�s�s.?...,^.'f� '�+r.,o-���;,s�.,v '��„�.r.d?.�^�"�.'a*33'r.� �j�,'���'e..rivf'.:'t_t_�",,. ,S8 - x �, �-£ �- �x�t3".f- "£.����' ' . . .,: ._.r_ i._.n., . .t.'.�+.,� tx� .. t . , '.'`—. '.i�. ma .1 . i .....,. ...._ ." �t._:_ • . ......... ... ..r;. i,\ 5.125x9A �� � � � i �—� L..._� Span=9.75Q ft _. .._._-- ---------..___....__._...... .......... ......-...._.... ..--- --- _ ..._..... .... ._._..----..._.... .. . . .._... ......---_.... . .----- ----.,__.......___., , .q....:.,:'��d....,,,.,::: r?;:`:`::', .:..:i:``;::.:;:::`::::::;�:::?:'i;:''.:::::::::::;::::`::i'::f:::�:: _ Setviceloads „_Qp.1.....R.01dS.........:....:........:.�;:.......:.............._._._,:Y.::...::.:.::.;_.Y:...._.__........,.__. entered.Load Factors will be applied for calcufatians. .._....._..__ ...�._...— ...__ ......._._...._ Beam self weight calculated and added to loads �"'""'"� Load for Span Number 1 Varying Uniform Load: D(S,E)=0.1370->0,1990, SfS,E)=0.0380->0.1410 klft,Extent=O.Q--»7,750 ft, Trib UUidth=1.0 f Point Load: D=1.139, S=1.896 k(�a,7.750 fl Uniform Load: D=Q.3390, S=0.3750 k/fi,Exten!=7.750--»9,750 ft, Tributary Widih=1.0 f Uniform Load: D=0.1580, S=02630 kJft, Tributary Width=9.0 fi ,..,:.,. ........__..:.::...........:..,..::::...:...,:: _;:. D�SlGN:'SUNIMARK;:4::>?`:::::;::°;<::.<.:;<:_:>.�::_'::;::::::: :<.:;>.:::s:: , o'- : o� ---------.._..----....__--------------.......... ....---.. .....-----___.. �Maximum Bending Sfress Ratio = 0.886: 1 Maximum Shear Stress Ratio = 0.796 : 9 Section used for this span 5.425X9.0 5ection used for this span �r,12$Xg.fl I fb:Actual - 2,125.95psi fv:Actual = 189.82 psi FB:Allowable = 2,40Q.00psi Fv:Aliowable = 265.00 pSi Load Combination +D+S+H Load Combinalion +p+g+H ; Lacation of maximum on span = 5.948f1 Location of maximum an span = 9.019tt Span#where maxim�m occurs = Span#1 Span#where maximum occurs = Span#1 ; Maximum Deflection Max Downward L+Lr+S Deflection 0,208 jp Ratio= 561 Max Upward L+Lr+S Deflection q,00Q in Ratio= p<2qp i Max Downward Tofal Defiection 0.37g in Ratio= 3Q$ � Max Upward Total Deflection 0.000 in Ratio= 0 <�&Q I � �....--------------------------__ _..........-------._..._.__.. _ _._. ...-----...--_. .-----.. .---- --....._.—._.__._... _ . ----- ;Overall'Mazimum?Deflections'=`Unfactored Loads:;:':;':;?;::::::<::;�;;:`!;.�` _� p. . . .�.`----_�_.___�:__-.A..._W__. _...__...._._.�----------_...._._.._ _.........._ .....p....___. Load Combination S an Wlax.""Defl Location in S an Load CombinaGon tviax."+"Defl Location in S an ------_...__...__......-----------------................._..___----- ._.___-------------._......__..._.__..------_... __........._-�-- D+S 1 0.3791 ����� 5.119 0.0000 0.000 :...::..........:::.::...................::: ........:............. ........ .. . . `'VeltlCdl;R@aCt10115.:?::UI1f8C�Oi@tI;`:';;�.'i?:`;;::.:.:::'".:::::;.';;<:f,:'i";.;::::; Supporl notati�n:Far lefl is#1 Values in KIFS .-- --.-----_-:_�._ __...._.._....___._ _..._.._......__.----------..... _....._._. ._.....--- --........._...._._._. Load Combination Support i Support 2 - - - __.__.._,......_---- -.._......,........_.._.__....------._.._.._.._._...._...__._.__._....._...._-�---_........�_..— Overall MAXimum ----- 3.989 __,_^._._�.674� D Only 1.876 2.889 S Only 2.113 3.791 D+S 3.989 6.674 Anderson-Peyton Title: Job# Structuraf Engineers Dsgnr: Projeci Desc.: Projeci Notes: Printed:153i112D1G:i0:tlf;t;i _.. _.,.�__;.W..,,—,-„--:. . ...---------.---r.,.,.,....�,...,-.-_..; ..::... ---.....: ..:.:.............:.....:. -.:-----:..—r..---- - ,...-�:.�,:.—::_—:......:. .........�..� __.._. . I Creek rLnenis.CG�:SE8142ecBuaklmgVioQf;beams�;Yelm;rec�kig:ec6';;'.;: —.:.:......:.:.::::.;.....,....;:,.;Y.;.....:. ........... . ..:,..::.,:;:.> - .:,..,.....:::..:..::.:...:>..:..:....,.::..::::,::>:.c..;::::'<:,:,:<:::::,>.,;:::;:..;.Fle: t126071072$8Ye.!n.....,.....?+A�............,t..:...::,.:::.:...,:.:,........,........:..,:.::..:. :.,. >......,::.......... ......:..:.:.-.:: ....:.... . ..,....:::...:.,::::,;::;:;:;.; ........:..,..,..:..:.,;.. ..::_ .. , ............:....... . ..:::..::.::::::::::.::.::>:::.::.,::.:: ,.:.,.:.>....:...:.:......�::...,,.>;;�:a,: .:... . .,.:....... �....::.:..:.:•:.,.._..... ;::.:.:::::.:.-.:.•:..;..:.:....,...:•:.,::,:•::;.;:.,,..,.... .. :.......:.. . . ,,..:.::r......•..:.....:.:::. ,..,..... , .......,. ,...,,.,.,:.:,::: ;:�:-,+:.:::........:,:,;:..,:...:..:::::;:::�:::r.;. :Des� n....:...:....:.:::.:..::::...::.:.:::..::..:.. ood..Beam ... .... ...:......:. ... .....::............:...:::::::::...:. ... :ilU..: ...................:::.:...:......:....9....... ,................... ......,::.;;..: , ....:.............:.:.:.....�....:...,.:..,:,.............>......:..:. ..,...... .:::.:::..::..:.:.....::::::::::::.:. :,>:�:.:::::, . ,. �... . . �.. �............... ..::,.:........ . p . . E ' 0 ' Y .::,.,.-::............:....................... . . t.11• Description: H-Beam Ma#erial Properties _ caicu�ations per�BC 2oos,csc 200�,2oos rtas —___.. -----�._._...__— �----_........._.__....----_,.._._...._....—._._ ._.. _.__.___ Analysis Method: Allowable Stress Design Fb-Tension $�fl•�ps� E:Modutus of Elasticity Load Combination 2006!BC&ASCE 7-05 Fb-Compr 85fl•�psi Ebend-xx 1,300.Qksi Fc-Prll 1,30�.0 psi Eminbend-�c 470.Q ksi Wood Species : Nem Fir Fc-Perp 405.0 psi Wootl Grade ;No.2 Fv 150.0 psi �t 525.0 psi Density �7-7�pcf Beam Bracing : Beam is Fuily Braced against lateral-torsion buckling _._.. ..._. . ... . ---.... ... . ..................--------- -----—- -i D(0 497)S(0 638) � . •�r £-. '���,��- �,-3 �.-���,� :,�t �:� � l S . 3 ? y� iF4�' �..A.�§ i`_ f3 ui'.- '} k }✓ .+�f .^Jr /Y7� F � �.{ I r -'�'��'�+s,g'F'^'Y.�a ���a i .l����{Y�K�'d"����ha�'�d } � �''� �'� "" �,� '''�Y 3 S���'�t 4�'r >'�' �, ✓�,c��,� I . ��� #� �`��'�_.� ���f�`��y�'�I� ''�r��'" .3..� �x�t �- 's I `2` r . y ?,�,�'arl'U 9 +'� � `„$��lr�� .j�'4a�3`,�'�^i;'�>A'�r i . s! � _ r r f->�a���, �;T .�,s z�.������ '�xa'3'�?.'��{""`�y��-t 1��'%-�,��,,.._.'_.���_ i (� 1i t /' , � � 4Xa �� i� 1; . /� ` -`� , ; __� ; Span=3.50 ft _.__.........----..__....__ � _........... ... ...... ......._.__._.. .. .. ... . ........ ....... . . .......... .... .... . . ..... _.._. _..---------- ,...,..:..:. ...;: ...:. :.:::. ::..:::.`.: ' Service loads entered. Load Factors will be applied for calculations. ;';:>� 11p ed:LaedS::::�:''-___.;_�.—.'_�`�::�:'���:�:-_`_`:�__�......_._._ ___.. ............ _.._...___ ...-- ..-- Load for Span Number 1 Uniform Load: D=0.4970, S=0.63&0 k/ft, Tri�ufary Width=9.0 f1 � s ;!?ESfGN SUMMARY .___.� ` ` � __...-- - --._ ......... . ...._..- - -�----...... � :Maximum Bending Siress Ratio - � O.S16: 1 Maxirnum Shear Stress Ratio = 0.5'17 : 1 � Section used far this span 4x8 Section used for this span 4x8 i fb:Actual = 680.19 psi fv:Actual = 77.49 psi i FB:Allowable = 1,105.00 psi Fv:Allowabie = 150.Ofl psi i Load Combination +p+S+H Load Combination _ +p+S+N � Location of maximum�n span = 1.750ft Location o(maximum on span _ 2.905fi ! Span#where maximum occurs = Span#1 Span#where maximum occurs - Span#1 ; Maximum Deflecfion Ftatio= 2794 Max Downward L+Lr+S Deflection 0.015 in Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <240 iVlax Downward Tota�Deflection O.Q27 in Ratio= 1571 � Max Upward Total Deflection 0.000 in Ratio= 0<18� � � � � _..---.._._...._—.....--- - -----__. .... . . -- •:....::.:.::.:.:.......:..::.:.,.:..:..:.......,:.:.:..:.:,.,.,.;......,........::.:..:.......::.:..: .:::::.::....,::. -- ... :..._;::Overall.:Max�mum;Defitections?_;;:Unfactored Loads;;,;;;;;;,;;,;':.;;;:><;:;;: _._. ...._.� --- ............. ._.._..__..._.._.-------.--......_.---....._.,_� ... Load Combinatian Span Max.""Defl Location in Span Load Combination Max."+"Defi Locati�n in pan _......___.._..._..._.. ....,.._...._.__..__ --..........._.._._.—...._..___ _......__ __.....__.. ---- -------._...___._______ a o000 0.000 R+g 9 0.02&7 1768 • .:.:......... � . . , ., ;. ';> "` Support notation:Far left is#1 Values in KiPS ;'.:::Vertica(;Reactions;=::Unfiactored::::':::::::::::.:'.;:.<:,...::::::•.::.::.::::.:. .._..........___----�----_-_ ..:..:..:........ .. .. ......... ...:.::pp...::::..::..—.._._...w.W_ .._.__..._...._.._�._. Load Combiaation Supporl 1 Su ort 2 _..__......---.,._.----------._.....-°------_....__._.__— ___._._..._...__...._........__...............__1.98fi -- 1.986 _____._-------�—_._.....,.,..__------_----- Overali PAAXimum D Only 0.870 �.870 S Only 1.1i7 1.117 p+g 1.986 9.986 Anderson-Peyton Title: Job# Structural Engineers Dsgnr. Project Desc.: Project Notes: • T...-;�.-,._,_�._,.t_.,_.. .-�..._.._.,�.......--�•-5-:-.:::.........-. .,,�.-., .... ,- ..:.::,;:::::;a>::;:;:.,:•::;.:.;:;>:::::::..::::::::::.:::::-:::;;,:...:. . . ... . --- - - - -- _ us .io:za,�;� ;:::,::::, .; ..... �.�.�. _ __ ----- :.:::. ...........::........_... ,....:.,. . :.�.,..-..., , .......:....., ,..............::.:.::::.:.:.,..::.;:::.::<::..::..:,:.:.,:;:::::,:..:>,::::;:;�::::::;;::;:;:;::::::;;;:; • .. . ,....--..:.. . ..---:-....-,.-<-�.:.,.:..-�-.�,._.- , :: . ,.:...., ;:Eile.:p.1240n07.,238YeimGeekA arlmeots CG:?:SEB H i ,,,.....,....,;,:..,,:.;:.::.:.:::....:... .... ....: :......:.::::.:<,t::;,<::.>;;;.::::�:;:::;.;.::.::.>::::,.:.,.......:::::.,...:.:..:....,:... ��OD�:,B@e� �eS .:.:.:... ,:., ,:�-:,:�,.;:�.::..:.::. .......:... ?. ...:..,::::�....:,......)iRec..yldm.glrooF.beams`=: Irr!`�ec.bld:ec6S'>i` • t n:::....... . ..... re. �. �7::. .. . ,.::.;.::;<:...,:,:....:...:...::.:::�:::.. 9....................:.....,:.:.:.::...........::. ,......:..... . . .::: :.:.::...,:..::...::::..::::. .:.............. ..:....:..:..::..:......:.........:::::..::::..:.. :.:.,:;::,:-:::.::;:,.:::..::...::::::::.:..::..:..::::::::::::::. ,..,.,,...::........ ,::....,:�:�:::<.:.::::.-,,:.:;.;..:::..:.�::;::;;.:�:<:;.::;:;:::::;::;:>:.;:::,::.::::�:::;:::-;::::.::;:;:;�:�r :........,....:.............:..::..:...:...,.:::,...... ,.;......::..,::::;:.::::,:. ....... ... ... ... ; ..... .:.... ... .:.:......:....::.:.,.,:,:<.:,::<>:.::.::;:.::::.:;::..:-::...:::.,::,:. ::_�::::::,,.;-:.::..:.,...,::,.... �ERGALG;:iNC:}983�2010r:Ver:6:0:22;:.:; • �.��. • :......:•.�,..,....... Description: I-Beam � � � ° Materia[ Properties .- -----. . �- ---- ......._ -- -- ..--- - ca�cutations,per iec 2oos,cBC 2007,2005 NDS --- ._. .---___._...__._....._�..--- Analysis Method; Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasficity LoadCombination2Q061BC8�ASCE7-05 Fb-Compr 1,850.dpsi Ebentl-x� 9,800.Oksi Fc-Prll 1,650.0 psi Eminbend-xx 930.0 ksi WoodSpecies : DF/DF Fc-Perp 65�.Qpsi Ebend-yy 9,600,Oksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 83�.0 ksi Ft 1,100.0 psi �ensity 32.29 D pcf Beam Sracing : Beam is Fully Braced against Iateral-torsion buckling _..- -----.___ ............. .._..----. _........._--�._.._..................____ __... . _.- --......_.... _. _-------- ._........ D(1.886)S(3.145) � i i D 0•199 0.937 S 0.141 0.038 � D(0.497} S��.63$) �r r i F � � -�--- • ! �x�,`A Ff�y�'��"�-����Y^r'��%�A" ���?S x,x�,,,�i"�'y�����l.��k���'� ,'s ��.��ai.�r s�-� f�-. {.f y.5.. } � v-��� � I . a���,:.t�-�'9�+�''"� �s��_�'�'r`�",�s�.,'�»��i,s.,�„^.r'G�a�.� .sf.�`ys`��3",��I��'Pr�r��:2;�� 3'Ha����� �� � r `u �� �n.�- y..:r�,'�,� � .��r�n.4�' �. ; x 3.�,�� l � � Js Ixn 3 r Y r .r e � s3 � ;�r, �� ��„�;.-�f �'t }.,�+Ya-�s�'.��'•�FxSn,.'�'�3Nr,, .�r�-f,3"{}f,�yl.rF�S.ry��3��� °} n � �� x f � . 3� {: �b� �..7'r iv�„n�rt� i.5 r r4.`�'+Ft'xzfi�'''3.r��f� . �,,,�� �};e�ryase� ..� ,,xx:�,.��',��-v���r�y��''�.r,.`�r.����5".^ i�,f�a ','.': '� y:�,x e' �t,.�j 2F�ar�J�3ia`",�t��7r,r"' �.`� I r .'�s3 aL� ,.a-.�t .m .,y`s°P?"2x�yk "Fv^ �`.r�..e',-.=9 r'�f � .�tiJ/ �.f� .. � A ��r : ^,- v s�'3jJ x. .f..u` f.S ,�#�> C .F� � V�� _..,X ...k5,} j'�t..?r� rr 'Fl �2��f� �E-.4:�� Y-';lf f,r"_ � � ` 3},: L-S y;�"�'.er . y'`11f�. ^Y�� J - - - .S.+r .... 1}�r r..sr - __ �..L..? .?:_ .._s '�.:F...� I , �} 5.125x9 5 `: I ��.. __. ; Span = 14.0 ft ' :........._..--- ---..___.---- --------..__.. ................----- ...._. .----- ----......._.. ......_.____.._._.... ._.._.. ........_....... � ;:;. :::;.,;:.::.....:...:.....:..::::::::...;;;::.::;;..::;.:°::>::::.:.;;;::.;.;<,::::::.::::::;:::::::::;:::::�,.: _._...--- .... ......_._.. ..._ _l4ppll@d..l;0ad5 '` Service loads entered. Load Factors wiil be applied for calculations. -:-�_:..�-:_ -.-_:..:��<:._..., -..............------ -_._......----- -....... ......_ Beam self weight calculafed and added to loads ���"'� "'� Loatl for Span Number 1 Uniform Load: D=0.4970, 5=0.6380 k/ft,Extent=0.0--»6.0 ft, Tribulary Width=1.0 fi Point Load; D=1.886, S=3.145 k a(�,6.0 f1 Varyinq Uniform Load: D(S,E)=0.1990->0.1370, SiS,E�=0.141�->0.0380 k/ft,Extent=6.0--»14.0 ft, Trib Width=1.0 f .:....................................:.........::`;�:.;::::::::.., ,,,:..:::::: ::�:,.::.;:::::..:.::.:::::..,:.::. DESIGN:SUMMARY....:::;::;�;;;<.:;:::::;;.:.:.::.:.:::::-::::;:;::;::::>.:::::;::,:.;.:';:..._......__..._._...-------.........._..-- ---- - -........--___........_� '�' '- �� � i ;Maximum Bending Stress Ratio 0.863: 9 Maximum Shear Stress Ratio 0.562 : 1 i i Section used for this span 5.125x15 Section used for this span 5.'I 25X15 i fb:Actuai = 2,072,0$psi fv:Actual = 948.80 5i ; FB:Allowable - 2,400.00 psi �v:Ailowabie = 265.00 psi I Load Combinalion +Q+S+H Loatl Combination +p+g+H i i Location of maximum on span = 6.020ft Location of maximum on span = 0,000 ft ' Span#where maximum occurs = Span#�1 Span#where maximum occurs = Span#1 � Maximum Deflection Max Downward L+Lr+S Deflection 0,222 in Ratio= 75g Max Upward L�Lr+S Deflection Q.000 in 1�atio= 0<240 Max Downward Totat Deflection 0,399 in �atia= 420 Max Upward'fotal Deflection 0.000 in Ratia= 0 <180 i I I I !....._._._._..----------------------------._._....--------_._......- --- _. ..._ ..__......_-._. ....---_._...... ;.;.....::::::::..... .;::;;:::::....,,,...::: .:,-..:,.::,,,, ..,.:..;:.:.:...:::....,..,....;.�.,.:.......,.:.::.:.,...:.::;<: -------.. .. :`;.:Ov.eralE.Maximum De�iections::=;Unfa�tored Loacis::::`:;::;i;_;:;:`>i;i:<:°:`:;`:;: ._....._._�_ ___..._.....__.-._.._.- __-- ---____.. Load Combination Span tvtax.""Defl Location in Span Load Combination Max.°+"Defi Location in Span ---.......-._.._-----------_......___.....__......__.__ _._..,._---•-- --..._..,..._...__..�.----- ....__------.___..__�__ 0.0000----�----0.000�--- D+S 1 0,3995 8,720 ;::V2r#ICaI:R@r1Ctl0i1S'=. !'IP f 5u oft noialion:Far left is#1 ...::.:...:....:....:..:....:......:.:.... _ ... _...U .aC�O..Qd;::`::;`::i<:;'.:;:::'i::::::;>;<::::;;:?::::;'';;. pP Values in KIPS _�_._ ._...____ _..........._.._�---......._�._ .......- ................_. Load Cambinaiion Support 1 Support 2 - __.........------ -- -...................._�.------....._ __..,..._------ --0verall MAXimum ----- 8.997 5,144 LL---- _._.......-----.-- �............. D Only 3.949 2.504 S OnEy 5.049 2.640 D+S 8.397 5.144 Hnaerson-reyt�n Title: Job# Structural Engineers Dsgnr: Praject Desc.: ' Projeci Notes: Printed:15 JUL 2010:iQ.28HIA ___-. .......:..: ..,...:z-.:.—..:..•—r.r._. :.--.-r-�,-.-r ...—.-.-c-::-....:::,:.:...:-.—�-��.:... --- --.J.-.-<.:..�m._,,.:.�:,_-,,_..�-�.r.�7+:-r'--:";.,"':".-,.:tc:--.-.--?:-:--:.-:'�':'::c--?-�.-.?.:t?;..:�,1-:.:-;r:.:.:':'i::—;.'-:;� ...��.:. _ : � ; ,,..:.::::.:...:.:.:::;::..:....:,:;.:: ..... Fle pi20071U7-238YeIm,CreekApartments(CG .SEB)iRecBgildmgiroofheams-:5?e:recbfdgec6 ,...::.:•:.�:.;.::::.�.....:::.....:.�...•; ..: ..... 010 VerB. 2��: ....... .. .:... ..: ,.,,...... .. .....;,,: , �SI Cl,:::.:.;,.:.>.:;.::..:.:::::...z:::+::a.:::,:::.::::•::.::.::.,......:.:a:.,..:::;::';;s>'.::'.';:;.,... ,....;::::.....,:�..:,..:.'t:ENERGALC.ENC.:�198$-�. 0.2 .Wo.ud::Beam..D,......g...:.:.. ...::.... .:.:::.......:.....:::.:::..:..:.............. ...:...:....:..:.::::::::.. ,..::::..:.:::.:.::..:...:.:...:.. ,....:...,.::;:,:::::;,:.:.:::.:.:.::..>..:>:...,......._.. ....... . . ... ......:... ..:.:..::.:......... _ ..........................::.... .::.:.:...:.....::::: , _ , � . , . a �.��. , Descripiion: J-Beam Material Properties CalculaYions per IBC 2006,CBC 2p07,200�NDS _.__.._.-----...---._...�..._. —._..__.____------------..__......._.. ...—_..._. ....�.. _,.___— Ana{ysis Mefhod: Allowable Stress Design Fb-Tension 875•0 psi F:Modulus of Elasticity Load Combination 2006 1BC&ASGE 7-05 Fb-Compr 875.Opsi Ebend-xx 1,300.Oksi Fc-Prll 60�.0 psi Eminbend-xx 470.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 170.0 psi Ft 425.Qpsi Densily 32.210pcf Beam Bracing : Beam is Ful1y Braced against lateral-torsion buckling _........... .........--�----................- --- ____ __ __ D(0 497)S(D 638} i w ° • ' —i`' j p ; �_ 5 s ..j 3 .. t x>y,x �r ,5.e ,s s v"'� �r�C t 9�r '' �4 . �� G-L� s � s F�. ..3'i x��.k ia•.... ,�r t � ..�"`?'..g' Y 4 'f t'"aa,a ,'�4� :r�.At#ryr"�'-s'`,� � �. t 5'r' z k ��c s i�� .�` f�'��' .,G ��.e�s-ft r�Tt i 3^.�si��'f�xr2,�'z e F- r.-a�s � . ' c.:� .c '� a-�.�t "*• t' . ,r��'�*s����������'�', em e��a'"5�,,��vzy"� �-+��,�^',y�"�'� �z���-Ya ?. r .,u �.�.T}'�'"^" y s 4 � t�v.,��r"f��?"c�:.�.�i����°�'�"'.s���'��g��`�'i{+��.x"�yS�+�dt�ly��,�c�;�'{,, Sa„'�,�''t.,���.� r'3u �xy� � �T t i e s,�,as,.�'-' .. s.,,' '¢ -.. x3 �-�r'xr:,r :y'+'`,�),j-J�:�yr,yi!���Wa-'-.fi^'3 �-yY'�".`.C,1jF�F����sy, '������R� I. � ��^ zr ��u � �+tFt �s �� r y3�' 4'`�ssr3 � ''�a'a5'x�E �er�1"i�.''P '`��. �",��' ,+J'S ����x`}"+�lf�ti-�L � � Q��* x. 7 �.t�r i'�.,�f,,,i"rvr .yf f��5'F '� M€'lzSr�'��vi�tl"� s� C,..S�y.f�'r��`Oy Jr��,.?"1[� C ;-' 1 '`r .,,,.r�* t w � ,�'�i'� k�f r u+`� r�i� a 5`4. �' f� � t ,r�-r a. S .�,' -i. i.., �t t� '+.� .�4'9 d ,y t`�r-''^`��.�ia�...a�' , h.;r,.,'t� t r.u�r:��� .�.'e�,{�a'a.i�.-��� � \Y�f� _ �� � ` . ; 6x10 �� ' ��` i �, I � : i !_� �----� I I ; Span=5.750 ft _.. .......... ..-- -----._. .... . .... ...... _............. ....----....... ...---.....__----- -----._.J Service loads eniered. Load Factors wili be applied for caiculations_ ,. .... . ,.:-....:.:.:,:;•......:. .............:......:.;......:.,...:;.;;::::::::1:.:`.:;r.;;:{?,`:`;;::;. <_:Applied Loads`.:;�.-���°:�-�-'<__'-�:�::.:.::.::.::�.:��_::__���__:..�.__.—_ _.._�......._._.._ __.._.__.....—._._—......----.._._ .__. ...._ Load for Span Number 1 Uniform Load: Q=0.4970, S=0.6380 kift, Tributary Width=1,0 f� ........: ..... ...........:....................:...:.: .::.. . ;r DESfGN:SUMMARY::'::;:::_'��::-`��..:______T��_;:;_:.----...... .........---------......._......._...__._......___........_.__.. . ;Maximum Bending Stress Ratio = 0.77� 1 Maximum Shear Stress Ratio - 0.402 : 1 i Sectian used far this span gXqQ Section used for this span 6x1 Q fb:Actual = 680.4Q psi fv:Actual = 68.39 psi FB:Aflowabie = 875.00psi Fv:Allowable = 970.00 psi Load Combination +D+S+H Laad Combination fD�-$+H Location of maximum on span = 2.875it Location of maximum on span - O.00Qft , Span#where maximum occurs - Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.03'1 in Ratio= 2228 Max Upward L+Lr+S De�lection Q.000 in Ratio= {3 <240 � Max Downward l'otal Detlection p.055 jr� Ratio= 1252 Max Upward Totai Deflection 0,000 in Ratio= 0<180 s _.... .._... _._____..... .._ ------- .....------------ --..._. ....__....----.._.. . ._.—.__....__.__..------� --------------- -------------- ;.-::............;:.:...,:.:....::...,.._;.;.....:.,,........:....;........:-:.........,..,....::....,..._......::.;;.::;:,:.: ;:;;;f�verall:Maxsmum,Deflect�ons::�:Unfac#ored;Loads.:::s:.>:;_:;:`;:::;i.;::: _.__....--_--_ _..._—.....--- __....... ---.._. . .... ...... . .. :.........: .., ,.:. _....... . .....P- _...... Load Combination Span tviax. ='Defl Location in S an Load Combination Max."+"Defl Location in pan _.�_.....___....__....—................__._....._........_.__..-°°°-- _....._— .............--.--- ----._.__......._._._.—.._..—_____ _..— ..._� p+g 1 OA551 2.909 0.0000 0.000 ,,,:.;....:.:.......:..:.. ;.:.....::: ........:....:.....,...,....:::::..:.::.......::..:.:.:.::...:.::.. Support notation:Far IeK is#1 Values in KIP ;;:.;,Yertrcal;React�ons;;:l)nfiactored;;.:;>:;;:::.;'::::':::':::;�.:::`;::':':;;:;:::.';':?-----__....._.__ ._....�__--------------- --....----..�..�_ _._ ..__.... __.__..._.--- Load Combination Suppod 1 Support 2 --------------._____._._....._ ---...------------.-..__.__.........._._.--------...._......... _....._ _ _�.._..._�---_.....__�_—.__..._.._—.—......, Overaii MAXimum 3.203 3.263 D Only 7.42° 1.429 S Oniy 1.834 1.834 p+g 3.263 3.263 Anderson-Peyton Title: Job# Slruciural Engineers Dsgnr: Project pesc.: Praject Noies: , --_,._�.,..--;,.-.<-,:..--�-.,,-,,.-.->-,-r----__.,..,<�..--�__.—.-.r.,:,-:::-._,_.,,._,---- ,,.----�....-......... -- -- ::....::.::::..:...,.....:.,:.,....... .,.............:.::.:::.>:;:::::;::.;,::..,......:...::,::::.:::..;..:...: - — - ,------:,�� - - .,:. .: ..:.::.::.... .:.......: ... .... . ,;.:. . -- --- ,:: .,.,...::,..::::.::::....:::.:..::::::.::.::,:..:.:,>:::.:.::...::•:;:;::.:::::::.::::::;�:::::•:..:.::,....... -:-...r:::.:.....:......; ...� : . . tte> : .2 : k , —::.:: .;:.:..—�>-,-,.::-.-:..._..---..-r,....:..,::,. :: . .....:::::........:.. . .. ...:.:......:..:.....:::. .:.: .:, . : ,.. ..,.�:.,..........,._....,.P...:...:71.7.,3.Yelm C(e@,.Apariments{CG:.SEB iRec.Bmldm lroof be ms:-: Im rec bld . ;, , , .. ......:.....::�:�,;:;.;:�:>:>:•.,::,;::._�::;._,..,:'.:.:°. �_:. 9eC6;':; : ;>.:.:;....>:,-:.:;:::;;:�:::::•.>,.:.,.................:.::::::::::-,.<:,......... .::.::.:::,..:::,.....::..............:...;..:..�..:::::::;.....:.,.,:..,.::,,:.:...:....,...._:..:,9;.:.,:::.............Ye.,._:_:::.... Woo.d;:Beam..Ues� n..:....:..:::.... .. ,...:,...:::<,.....:....::._..,,:..::...,..::..,::...,:..,:::,::.:;::;;:.:::::.:.::....::.;...:..;..::..>:.:;:::..;.......,... ............:......:::.....:........:..::...9.:......:.::...:.,..::::::,..::�:.:�.;:;:::;.:::;:,�.-,..:..:. ............. �. >........:.......:.................,...._............. ...,..............,...... . . .. .... .... ... . . .......................................:.>..:::.:.:::,...::.:::.::::>::::.:..:;..;.::::...:.;, ..:::.. :..:.:.::,:;..::,:.::..:,::.:.::..:.::,...:...:..... ....... .:...:.::.::..:.,-�.:.:°:.ENERC/�G:�INC�•:19832Ut0��Yer;6:022';>; .............:.::.....:....::..:.::.:.....:..:..:,........... . ...........,. �.��. • . o E . � o. DesCrlption: K-Beam Material Properties Calculations per IBC 20U$,cBC 200�,2005 NDS _...__._.- ---..._......-.- --........._�.------._.___...__ ._.�...._--- Analysis Method: Allowable Stress Design Fb-Tension Z,��fl•�psi E:Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 1,850.0 psi Ebend-xx 1,8QO.Oksi Fc-Prll 1,650.0 psi Eminbend-�c 930.0 ksi Wood Species : DF/DF Fc-Perp 65Q.0 psi Ebend-yy 1,6DO.Oksi W�od Grade :24F-V4 Fv 2fi5.0 psi Eminbend-yy 830.Oksi Ft 1,'IOO.Opsi Density 32.210pcf Beam Bracing : 8eam is Fully Braced against lateral-torsian buckling D{0.199) S{0.143) D[0�1gg,0.137 S 0.141 Q.038 q 0.137,0.199 S 0.438,0.141 � � w v �--- , , � r �► � r �..� ��,.y�t x'�`'� ^'y"��F�-S�',�.��_�"��$,�r � !'� b F�' �ax°",�.��.,�g���'•.r_. "'�y* :Y1 �,33,�cy ��. .t.r^f�,u�.,�.�'a`r �`S`�. .��`F� ...�.���� s��ta . .v �t�e' tf��.��.�.^r�,�,y�_.:��aFtl_*y�'t .� s.3"�'�i�� -tr. �' . 3 �. i'!, �a 'i. .�-.i -t`��� r�' ��-�s.? --� fil �,. .�.� 2K�,4` x,rXh'� �' '`h':,a 'f �v'r. 'F "�' �h� .T�`�'f�,l�"r ? sr�:�a �' "f v .F"� _Y -�L'3`�, 'g S}'irr�� z� :y'� � 'Z.s sk. y' 'f} S-� r.l:. t 5�����3 .•f.F�� � t''- .'�;'&�S��.U,F„F�'95 ° l.s `,��';:.P. � ..J r r :�. �.���.e 4 z � � ; [ y - r ,�� ?�s 4'� ,,,�'�j .+... �� < ._..= .. ...:-., ., n .;?'., ..n ....:_, s .r_:€�. ._.�; - ,x.� r_. - -- s ..r.. r i..,�. ,.-:� ,..,...;.o...y+. �..�.e .. ..:... ............ . . .�'e:.: r......,,....,. v �.7 25X"�L.5 � Span=26.0 ft �.� ' ' _ --- - --------._.._...... _ _...... ... . _ .- ----._ . .. _..____.....__.... ...___.... _�__...._.._._....._.. .._._.._.__..._..___.....--._._.� S fV i I e ce oads entere . d Lo , �...,11ed.G......: :s:::::;:'::'t:::<;<:::::::`;;;;,':;:>:::::::;::':s::::::::::::'::;:>;::::::;?;i;::`�. d s ' _.._Rp. ...... oads...,...........................................:...:............... ....�-_-_:.----- a Factor will be appiied for calculations. -----._� -- --......--------- ........__._..__ _. ._._ _....._. _..__._. Beam self weight calculated and added to loads �� � Load for 5pan Number 1 Varying Uniform Load: D(S,E)=0.1370->0.9990, S(S,E)=0.0380->0.14�0 klft>Extenf=0.0--»8.0 ft, Trib Width=1.0 f Varyinq Uniform Load: D(S:E}=0.1990->0.1370, S(S,E}=0.1410->0.0380 k/ft,Exient=18.0--»26.0 fi, Trib Widih=1.0 f Uniform Load: D=0.1990, S=0.1410 k/ft,Extent=8.0--»18.0 ft, Tributary Width=1.Q fi ...............:.........:........:.:.............:.:...::.:.:::.:.::...: ::,....:.::,:..,,>..:,:..:.:.:.,... ' DESIGN SUMI�LQRY::::;;:;:;<::;::>:::::::::::::::::::::':;':;:;:::?::::::..:;::;:::::.::::�:.: 4- . � ... . ,.--�-- .-.... ..-----------.......__...-------------......._._. ..._____..... .Maximum Bendmg Stress Ratio = 0.648: 1 Maximum Shear Stress Ratio = 0.250 : 1 � Section used for this span 5.125x96.5 Section used for this span 5.125x'16.5 � i fb:Actual - 1,�}742Qpsi fv:Actual _ 66.28 psi � FB:AAowable = 2,275.65psi �v:Allowable = 265.00 psi Load Combinaiion +D+S+N Load Combinafion +D+S+N � Location of maximum on span = 13.OQOft Location of maximum on span = 24.700ft i Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Dawnward L}Lr+S Deftection 0.37$ in Ratio= g25 i Max Upward L+Lr+S Deflection O.OaO in Ratio= 0<240 � Max Downward Total Deflection 1.005 in �a=�Q= 310 � ; Max Upward Tofal Deflection 0.000 In Raiio= p��gp i � . i { i . — -•-----.—......__-----------_._._....___...__..--........_�----_.. .. , :,.,.....:.:;:..::......:..:...:..:::.:::..::::...:............:::......::..........:_>.....:....:.....:...............:.. .. ,� _....----- . ;.;:.Overail;Maximum.;Deftecfioiis:;�:.Unfacto.retl;Loa'ds:.:;':;:°::;,:;;:`::':>:;i;`>?.. .�..__._�_ ..............._—._..__----.._.� ..._.._. ...._._�_ Load Combination Span Max.°=Defl Location in 5pan Load Combination Max."+"Defl Location in Span ------...___.�__—__..._.___��_.............._._._ —___.......---- ------ -.......-------- --.._—_...w _.__--- ._.......... p+5 1 1.0050 93.130 U.0000 ��� 0.000 ,........:......................:.:........-....:..,:.....,.:,:,:.::..:.;.. Su ortnotation:Farleftis#1 '..i:VBt'fiC1I€Rea�lOtlSi.�;.U11�1G�OT�(1>:;;;?;;ti;:;::;:'`:,':;;:;:°i;<;::;:;::::i:_':;;:. PA ValuesinKlPS -- Load Combinalion Support 1 Support 2 --------- -----........_____ _.,......_,....._---....._._--._---- Overall MAXimum 4.Q06 A.006 -"""'"°`-- �"`°°� D Only 2.585 2.585 S Only 1.421 7.421 D+S 4.006 4.006 Anderson-Peyton Title: Job# Structural Enginesrs Dsgnr: Project Desc.: . Project Notes: Printed:75 JJL 2050,9 52A".� ..�.� , ...-,-.�-.«._.-..-,.--...-T.�---;;,-r.�-`-,""....- .---<..:.-�..-,--.-:::.::.:.::.-.,:,--:,.---.,� -- ---- -- ---- - --- - -. 1m. id m f. ms.. tec b .er.&>:,., n C - EB U3ec.$u�d troo ts S be Y t rt�cie G a 7-2 e m 9.. 71 38 Cree ?re._..:.... ,_�____.rc_.._ ....___...,--- .Fie:' :1200 0 k 9 ... .,.,.:�:::;::,:�.�r.:..,:�...� .-. .....,.-:-sr�::"--:- .:�...:.::,:i:�.:::..:r.... . z:,..: . . .......::�:::....:.....:.. . ............ '�: ..:;;�.�.:.:....::: ......�,�,.:::::::iii.::+`,';�:i::b.:::::p;n.::�::�:':i`•:�t�:ii:i(?;``:^i'r.fi�r�'(;:?:i;:.°�:l�i::?.;.`:i:!p.4� .. .,...:...,.:....:.:.::::.... ,.. F,.......-;...::....:,::::....:..:::;:::: .....:<::..._,::: , „ ,. . .,.:;.::.::•.:;::,:s:::::..:::...�..........:....:......::,:,..>.::::........:;�.....:..... ..._.... .. . .......... ....,,....::»:.:.,:.:::::::..,.::;.:,,.:.:..::,.::...:.,,:::::....:;:;: <:::.,,:;:;::...: .,,...:..:,,.......:.....:....:.. .......:......::.... .............,...: .,...,................ ..:..........:. : .>.,.;...;:„;.;..:..,.......,.;:.::::; ........................:..............:... .> ,....,.. ENERCAZC"�N.:;..9.,..,.2010`;.Vec;6:0i22`:'::;. .�Vo.o.d..Beam;:Desi n...:............:... ............:........................ ..:.::.:,...9.:::::::..:..:.:.:.:.........:,:.::..:::.,>:>:::::::..::;.:;:::::::::. ,,:: ,. I . .: , ....,: . . , �. ., . ..::. ...... . . . . �._. . ... . . . ,. �., :. . . :. , .�..:�.::: . : , .. .:. ... . � � �� o � � o„ Descripiion: L-Beam Material Proper�ies Calculations per IBC 2006,CBG 2007,2005 Np5 -__- .______.._._�_ --..._ ----._....._.�..-------......_._.._--------._._.._... _. ._.�.-._...-____ _..-...___. Analysis Method: Allowable Stress Design Fb-Tension 850.0 psi F:Modulus of�fasticify Load Combination 2006 18C&ASCE 7-05 Fb-Compr 850.0 psi Ebend-xx 1,300.0 ksi Fc-Prll 1,300.0 psi Eminbend-xx 470.0 ksi Wood Species : Hem Fir Fc-Perp 405.0 psi Wood Grade :No.2 Fv 9 5�.0 psi �t 525.0 psi Density 27.70pcf Beam Bracing : Beam is Fu11y Braced against lateral-torsion buckling _...................... .. ..._.._..._......._......- --_._....._.........._............_.._..... ._._._.....---------........._.� D{0.276}S(0.459) ; D(0.075,0.023)St0.126 0.038) D(0.105) S(0.975) : 'r �`- � r --�' 'r�.1 u`�.'mX� T a.z+}v' � ti $ .y. t�„�7...,a#§'. a �� a }kx_ � ,3� �a* - a;ry K� .:y"h �r� �Yf,`^3��Pl . .U� .a�# 2 ac z v,'� � 7 .s, f' r f �A rT.'�71 Y}� t, v rt'° �o`sy`�� . ��y�,�°ts.•, '�'h,�^� T�t rr'}a �£��',� "` a'}7Af��.���s''������'���' �����'��d'r'��'^��f.'��i'4 `.�,� �1 �,•"� '^� i 3j' FY � ;k���'�.t'.y'k`fy�'��' �.y ��.,�.8'8�t7��a�� ��.f�'sF��'�+?�' ,y rl �r"'$..!aw,�J'��,'svs���,y+ . ' y�U. �'e.r3 . f'�,'x�,. ?r y a t +2.J>� � E W:�+`m G .ti. s^jY��f"�,y e'�ai-'t `'�+ _ � �" C . ' " - ...W..,.'.,., f _,�'.�.r �"'�.�:.:.. ''.'_.`� , yEi__„ _ . ��� � \} `;J aXs f� � �'� ---.. _... .Span= 6_254 ft...............__..---- ..._._........__...._.........--.._.,.......--------- ----J ,..,.:..:•.::: :,:-.:.:. .::......::.. ......:.:. . .:.:..:...:......:: :.::. .:.;:.::::.:.... Ser�ice loads entered.Loaci Factors will be applied for calculatians. Applisd Loads;:::::� `°.������-:-:__�::'::;:r_:::_;�-':::'_;:::-�---------.........._._._ __..__...__.. __-....._._. ......._ __._.__._.-_..._..__ Load for Span Number 1 Uniform Load: D=0.9050, S=Q.1750 klfl,Extent=0.0--»1,750 ft, Tributary Width=1.6 f Point Laad: p=0.2760, S=0.4590 k na,1.750 i1 Varyinq Uniform Load: D(S,E)=0.0750->6.fl230, S(5,E)=0.1250->0.0386 klf[,Extent=1.75�--»6.250 ft, Trib Widlh=1,0 f ................ ..... ... . . ............ ...... .................. : . o ::DESfGN:StiMMARY��:�:.?::_'::<:':s:`:?`.:::::_:;;::<:::!:<:::_:.:::_::;_--..... � r _...------........._._..--�_---._..__._�_..._..------ - 'Maximum Bending Stress Ratio -- 0.582 1 Maximum Shear Stress Ratio = 0.407 : 1 � Section used for this span 4x$ Section used for this span 4x8 I fb:Actual = 653.76psi fv:Actuai = 69.08 gsi FB:Allowable = 1,1d5.Ot}psi Fv:Allowable = 150.00psi I Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span - 1.75flit �ocation of maximum on span - O.00�ft , Span#where maximum occurs = Span#1 5pan#where maximum occurs = Span#1 � ; Maximum Deflection Nfax Downward l.+Lr+S Deflection 0.047 in Ratio= 1607 � Max Upward I.+Lr+S peflection Q.000 in Ratio= D<240 � Max Downward Total Deflection 0.075 in Ratio= 1004 � Max Upward Total Deflection 0.000 in Ratio= 0 <180 __...._-----------------...-----.._.......--- - ,.., :........:::::::�.:.;::..:. .::......,..,:::.:::,.:...,,....,......:..........:.....:...;:..::...:::..;::..::.,::., ;>:Qverall:Ma�c�tnum:Deffections:-::Unfactored oads`;;.:.__;__;_:;::::_':; _....--------....._ ._____ __..._... _...___-.._ Load Gombination Span Max.°-"De8 Location in 5pan Load Combination Max."+"�efl Location in Span .._..__.........___._..__.._......._._._.._ -_....w._.._..._---._...__...._------------..__.._._......_._- �._...._--.._.._.._._----_.__..__ .............. p+g 1 0.0747 2.938 Q.0000 0.000 .:.:.......................... ..:...:......:..... � • ` Supporl notaiion:Far left is#1 Values in KIPS ;::.:;Vertical;Reactiorts`-:Unfactoc.ed.::;.::°__::;:.:::������-:-.__..._._..___ ..__.._. .�......___.__..`---...____. .__,-----.--.........�---- ----- i.oad Com6ination Support 1 Support 2 __.__...�._�.....-._...__.------...___...__..__._._-.-- . _..�_--------------......._..._....._-------__.___....._._.__...__,.._._�.._.� _.__......_-------_......._------- Overall MAXimum 1.200 0.613 D Only 0.450 0.23Q S Only 0.749 Q.383 D+S 9,200 Q,613 Anderson-Peyton Title: Job# Siructural Enginsers Dsgnr; Project Desc.: Project Notes: --r:-....- ...-�-. .-<-...—r.-.:.--^-t---s..--•s-:,-'-.....-r--�—•-�— _ _.-Y—•-,--- ---.. .._------- - - - — rnnted'.15JUi20iQ 9:51AF:1 ,..::::�:-:,"��::;.,.::.,--....:.:::...:....... . .......::...:�,�.:......:.�..:�°c.;,...c....,....... - - -- -- - - ----- -- �;•.:::...,..:..:. ;r,,:::;.::::.::::;�.1';:�:;:::::::.�c�';;;::a::..:.:;:�:::::::,:�:::�>.r.:;i'r::::�c��:iit;3;�::ii:?'.r:;C?.i�:Iic:":�:::^;: ...,.... . _ , ,:....: ,: ....::::....:.............:.,.....:.:::......:.,..:.;....::...,...,....,.:.,.....::..:..,.Flle: :V2a4ZitJ7:=236Ye`., ...:...:.,,.:...;:....:. �,, -:-., .....;..,..:..—.,..,.:�,::...:..:::.::.:..>.,--:� : �: . .; , .....:..:.....:...:::.::::..::....::<:;;:>::.:..:::;:-.::...::...:.:.:..:,:._�,,,::....:P.. m. _ ?�artme���CG,-,SEBj1RecBu�dmglroot. . Im�ecbid �ecG;z>. , . ,:,,:.>.;::::.:::....:...... ... ,:,:,:•.::..,....,.. .,. ,:....:...:..:..:...:..:..:�::::.::.:;�::::,..:. ........:,,....::,:...,,::•.,.. Wo:od.:Beam.I].esi n . ..:.....: .::...:..:..:. .... .: .... . ...:....,:....... . ._:...:..:.,:-:.::,:......:. .:�.....:....:. ..:......,.... ... ,..... : .. .....::;....._......_,:.,:...� . ... ...... . . ........ .. ......... ............ . .. . . ........ .... .............. .. . .. .. . . . .. ............. . . ........ ... . ... . .... ..:.:.,>.:::........... . . .. . .. .. . .,... . . 9 . .. .. ... . .. . .. . . ...... ......:..::..::. ..........................................:........ ..........:.........:.......:..:.:............:.:..,..:...:...:,..,.:.........:..:.:::;:::.::::,.:...,:.::::..,.:. .. ...:.:.>..::...:...::;:�:�::::::..:.:.-.:...:...:,.:,:,.. ..:...:......:,.:::.. ..:._... ::ENERCALG;;ING:;i 983�2010;Ner.:B:U:22;:�;:: i.�i• a � • a Description: M-Beam Materia! Properties Calculatlons per iac 20p6,cac zoo7,200�N�s ___......�.._.--.---------.....__...__._.__..– ----._.__.........._... . ___ .__ ... . Analysis Method; Allowable Sfress Design Fb-Tension 850.0 psi E:Modutus af Elasficify ^ � Load Combination 2006 I BC&ASC E 7-05 Fb-Compr 850.0 psi Ebend-xx 1,300.0 ksi Fc-Prli 1,300.0 psi Eminbend-xx 470.Oksi Wood Species : Hem Fir Fc-Perp 405.0 psi Wood Grade :No2 Fv 150.0 psi F1 525.0 psi Density 27.70pci Beam Bracing : Beam is Fuily Braced against lateral-torsion buckling _..............--...--_...__.__......_.......____-------........_...._......__..._....._............ .. __. _..----.. ...._— ....._-----......._... -- Q 0.063,0.023 S 0.105,0.038 ' 17{0.063)S(0.106� � � T ; • ' Sa2 �`T'7�� s� � � ,s" Ir�s1'��,:.. �'vr�'rK°�"'�'r'�'3177�c'.��fY _f�r'-� :a�q. £ f��,..r} _�f s Q.: :,`� I ,tr c1�k�.t'k�'����.�y'�.5 � J',.� '� ,+�f�� �' fu X{` R s :� F ��3. r . ..o- 3� - �"P�-��r�'`�Ar"�'T'7. ^�'rs�".7�`s.TSi''u�"�T� }�' ti�.�,.�.+�,rt-t �s.. �,,,. .a,. r '� k F.S�Y' 1 ^t'Y - �y�, ,'�� '•r���r'�.,,,a?�3-��'�r'ry'�-�, ,�'i'�,��?�a4����+!{7��¢�,�?' �i����'s�,',i"� F—"�7"�.�-l?,�" �`.� _ �yt�� �"f ��?M 're.�' ? }�iF �. R� �..i'-� � .3�h'�� �'4�����'"7"`'.?'f� ..�s�� �y �•-°�'��.r fi��sY'��'�ft�y,F',`7s��.��'3' �� ��rf'y�r?,sct�'? 3 I }r..,��`i;e-'r'�I' u4i.3.�'`�+'.rS'�r`�� ��Y+, � .��r��r�•yr'"�� �'"'�,�.E..'� :a.:r�x..�€j��.�.r��3`L'��,i��n�h�.wr.� -`� yx`�.`�' f r' i� ' � , /'� 4X$ f� r� `. i !...---1• !_---�. i Span=5.50 ft ,..,......:;:::.:.:::...:;:.:..,...... ....... .. .::................,....;...,..... .............:.:::.....:.:: ------- Service loads entered. Load Factors wi(I be a fied for c ;;A plied.:Loads;'.::;:::':::::: :;>::::::::::::::.:`:':':.;?::;::::::';:.:,:::`:::::�::;'.:.;:::�:';:�:;:: pp a�cu�ations. —� __ - ---._........_:._�-----....._..._..----.._.._ ._..__.........._...--------..._ ..._.... _......�.. Beam self weighE calculated and added fo loads ��� Load for Span Number 1 Uniform L�ad: D=0.063�, S=0.1060 klft,Exient=0.0--»1.0 ft, Tributary Widih=1,0 f Varyinq Uniform Load: D(S,E)=0.0630->0.0230, 5(S,E}=p.1060->0.0380 klft,Extent=1.0--»5.50 ft, Trib Width=1.0 f ,,..................................... . .. ;::DESIGN:SUMMARY;::;::::�:';.`::;::::;:';:':�::.::::;:°::::::`;`'`. ;;:_:°:::::.::::'::::':° s- � s --=---............ ._..- - -----------..._.._..... ...... . __. _ ,Maximum 8ending Stress Ratia = 0.177: 1 Maximum Shear Stress F2atio = p,�p3 ; � ; Seciion used for this span 4x8 Section used for ihis span �.Xg ' fe:Actual = 195,66 psi fv:Actual = 18.49 si ' FB:Allowable = 1,1 p5,00 psi Fv:Allowable = 150.00 psl � Load CombinaEion +D+S+�{ Laad Combination +D+S+H � Location of maximum on span = 2,530ft Location of maximum on span = O.00Ofi � Span#where maximum occurs = Span#9 Span#where maximum occurs = Span#1 � Maximum Daflection � Max Downward L+Lr+S Deflection Q.011 in Ratio= ��pp I Max Upward L+Lr+s Deflection 0.000 in Rat"ro= p<24Q ' ; Max Downward Total Deflection 0.p9g in Ratio= 3498 ; Max Upward Total Deflection 0.000 in Ratio= 0<9 gp ( I `.-- -- - ------------------ - - _-- --. ..__.--------------- _ . .... ._ --_. ...-----.. .. -------- . ....- ---------� :.:... :. .. ...:::. ..:: .>.. .:..:.... :. _.. ...... .. :.. .:.: .....::. .... ::.: .......; >,. .... ;...:..Overall;Mazimu�i;Deflections:=:Unfactore�:l;oads';:.;:;:;.::.:.:;;;;.;,;°;;. _._ . .. .. . . .:....... . ,.. ..�.....,—...._..�� ----------__......_.._ ..__�_ _...___._ Load Combination Span tvtax. "Defl Location in Span Load Combinatipn Max."+"Defl Lacetion in Span _. _....._._..—_.........._�_._.—_._........_............._....._.........._.._.___.____ ...__....._, ---..___.._......._..__.__._------._.._.....-----..__.....___._._.. ......_..--- D+S 1 0.0189 2.723 D.00OQ 0.000����y� .....:..........:.::..: ::.................................. . . ........ .... ........ . ':.:YBC#lCal�'RQ8C�1013S:�:U(1faCtOCed:;;::.';`:::'::;::::::i::°::'..:::`.::.;:`:';':;.:;;<; 5upporf noiation:Far Ish is#1 Values in KIPS ...................._,.......,.....,........,.........:...::..:..,.......,.,,...,.;:...:::..:......,.....,::::.:,:..�....------........_.._.....__._ Load Combination Support 9 SupporE 2 ___..__..._...----......,....� _......_.... ..._..��---- ..__T_ . _ ..............._-- —._.,�....,...._,___._._—....._------_....�----- —.. .__ Overail MAXimum 0.412 Q.307 ����� — "'"" �`-" p Only 0.162 0.129 S Only 0.250 0.180 D+S 0.412 0.301 Hnaerson-reyton Title: Job# Structural Engineers bsgnr: Project Desc.: _ Projecl Notes: ------�---�—.,_..-:....,_....�..�----,,.:.�...._.:_�.-------_,,..:..,..�_ .,.::.�.---�----:.....:.---T;=-:..T.�_ P�m�ea swJU�Z0i0,9.5D/,f;4 ...:.......:.....,.::.-:.,:..:...:::::...;::.:,,.:..>.,:.._::.;:;::::,..:�:;;:.,..::..,::.;::;;.<:::.,:::.:::::::::•:::::.;:,.:�,:,;:;:::;.:::;.:;:.: ,.T .,_---.,--...: ::.>.,:..--�.;...:.:.:.;:..::-.,::.reotil� ..........::...:..::.... :,.: ..::::::, ,...........:..... .::..:::.::.:� . ,...,:........ ..:...,•:..:.:.:,.:..:,::.:.;.>.:...;.::,;.:.:.;:.::.::...........Fle:' :12UDZ1QT-238:Yalro:Cree#e!1pa!1me 1s'{G EB)iRecBui�l�nglroof;beams..-:Y?k!!..::::,::9��c;: ,....:..,. .. , . . ,�...:.:......:.:•....,:.:,:.:,..,:.::..:....;.: :;,.;,.:.,,....,.. ,.... , .... .....,r.,:;;:..,.:P..>...:.:.::.:..,,,:.:..:,,,. .........:...::>............. ...::..,...:... .... ..,:..,...,.....:.,....::,;;:t::<;:;�s;.:r:::::>:�:,:•,. .::,:.:. ..:.:.::.::.::...:�,,:_::.,:..>,:,.:.:..>,::>.,.:�.>...;......: . . . . .. ,. ..:•::........:::<;:,.;:�<.,;,:.:..,,,:-::::<:,..:.�,.:::<:::,;:;,.,:;;::;<:;:.<:::sc::::<;:'.:;::!;?>•: Ver'6: m.:Des� n::.:..::.....::>.....:....:....:......:..::..:,. :.....,.:...,.:.:,..:., Er�E =iNC;:;s W. ,00d..Bea.. .. .. .. ... ,................. ..... ....: ,,., .................. .... .. .. ..:9:,... .... ........:......................�.:..:..::..::.:.:. .........: . ... .. ............. ......, .. ......:::::>::::::::: :.,::::.::::::,. .:...:.::::::..::..:.::::>.,:.:,::.:..::..:.:>.;;; Reticc, s3;2o�0;, o.�::;:. ,::.....:....... :.....,... :.. ......,.......... .... :.:.,.....: �.ii• � - e � s e Description: N-aeam Material Properties Calcutations per IBC 2006,CBC 2007,28Q5 NDS __.__. ___....._ _._..._....,._--.-..--------._._......_.___. ._....—... ._ _.___.^ . .._...._ Anafysis Methad: Allowable Stress Design Fb-Tension $��•�psi E:Madulus ofElasticify Load Combination 2006 I BC&ASC E 7-05 Fb-Compr 850.0 psi Ebend-�c 1,300.0 ksi Fc-Pril 1,300.�psi Eminbend-xx 470.0 ksi Wood Species :Hem Fir Fc-Perp 405.0 psi Wood Grade ;No.2 Fv 150.�psi Ft 525.0 psi Density 27.70pcf Beam Bracing : Beam is Fully Braced against lateral-torsian buckling , ._..._ .._ . .. ..._........ ---....... ....................... ... _....__.............-------..._............. .._..---......-----....__._..--.. D 0.181 S 0.301 t "� fsx '� , �x i::�:i r"��'ik`s`,l r}¢t''r h�'.'.������,���.-4���.i�f.�,.-��.d�."'�ar�'ia� .� �1rCfi�* ,�y�,{,�� ���1���zC���i�# � . ; .: '�,,... �� ��,�,�"',,s ?.� Y 33��.t;d,s"�"�*'��P.���`r.��-s'�`"��'���'fr,:�d�'s'��y.�����x'`���'.w�'�'�.''�+.�����f`,��3���,�,�f-,�. �'�a'f�r" '��`''�,��.i.-"'� ��. 7 .'r� n.c�.n�xs:7n;^f::':,,f.�'+:.'a,x.:h..11?�t..•.� ..,�r,i,,,,c y--ar-:��a�'e4j �y� �v�„.�',�+ .�` oF. .{�a,s r� t�t�l�';q �f-+S�r.�k�...f �. � � �f. ^-� � � `�.a�;.�v,„' :.4-� �,s at.� x�� s�,'�S'a^���,t v '.oa��.�I✓Y��?i�:'+���'-'�"*��✓�'. +4'Fr� �'� �� �s�"�r°�' � f` �3 ,�.�i �' ..-a'�.r {�k s s..-rnh. ��v ,� i .r�T .�.-Gsa,� �'��r�n��r�},�i 7.� v.� x�p�� ry�,!',�h.'S�,'S �i.f'rrr.r'sL � ���s ��y � �a-�:'� ..�� nfi ,r•"•1'u x-��'�i,�'.Yz .a� ,rr� -������/'�,'s�"^iR: :�^�'..�i��.,y_Y��s� ��*-�F�'�¢�F�r� �" ?„ I a,�-'� -t .+'i 1 Y� 2 xv�c n �'��"���� �X r'r�F'Lw'/�` ��r''� �{ sx �+ .5.r � zr fi�..; } {,� .�'.��.y...�'�-'�_.>.�... L?;��-�.��y�%.s{�r�.,'v��`r�.T y,.� $'"1S"'trl* R�3"'r"'`y`ha.�r�,,.3 y%�5++�.!'.^r3-N£'�f��'`."''.ef`F,R f:.��s �. �f -z ��� ' ; iI \ (��j 1 ! `�--! 4X$ �, ��, i i �--=: ! �- � :`. Span=6.750 ff ;__ ............. ... . . . . . .............---...._... . .. ........__.... . . . . . ,:.::;:;.,:.....:::....::.:.........:.�........:..:.:.::...;::.:,.....,::.:.:..,...:.:::::....:..::.... Service loads entered. Load Factors wiil be appiied for ca culations. A Ipp ied Loads:�:�::�.:..:�::::::.::;;;�::::::::::::.:::....::::::°;:::: :.::::: ,�:;;: ..._. ..._._. ....... ,— --__._........_---- _........_..-------. ....._... Load for Span Number 1 Uniform Load: D=0.�810, S=0.3010 klft, Tributary Width=1.0 f1 ...........:......: ... . ..... ..........:...::....:........:..........:. ::............:..:.: . s DESlGN SUMM�tRY:'::::;:::::::':::.:::::::::::::::.__�__`::.:::::::'::`::':. .. . ,. .— . . _._._.__......._...._._..-----------............._.._.....-.--..._......__ , :Maximum Bending Stress Ratio = U.97z 1 Maximum 5hear Stress Ratio = 0.532 : 1 Section used for this span �}X$ Sectian used for this span 4x8 fb:Actual � 1,074.37 psi fv:Actual _ 79.81 psi � FB:Allowable � 1,'f 05.00 psi Fv:Allowable = 95Q.Q0 psi Load Combinaiion +p+S+N Load Combination +D+S+H Location of maximum on span = 3.375ti Location of maximum an span = 6.176ft Span#whare maximum occurs = Span#1 Span#where marimum occurs = Span#1 ; Maximum Deflection Max Downward L+Lr+S Deflection p.098 jn Ratio= 825 � Max Upward L+Lr+S Deflection 0.000 in Ratfo= 0<240 i Max Qownward Total Deflection 0.157 in Ratio= 515 I ; Max Upward i'ocal Deflection 0.�00 in Ratio= 0<�$0 I � ' �....._.._..._........._......._......._. ..___...----...........__._._—..__._...........-------........_..--------- ._. ---...... ------......_..----- ------_._....._. ......::::::.............:.;::::�.:,.:...::...,:..,:::.:,,::.:;.....:........:...,:,......:,,.......,,.:....:.:....:::.:,:::.:,.... ,... ;::O.v.erall:M�imum'Deflect�ons:=::Unfactored.;Lo.ads:;°:'`;`;:;;;!;;.<:::':•';'�..._...---- ------------------_.__. _....____. ....._. .__.._ ._.. .......:..................... ..... ... Load Combination Span Nlax.°-"Qefl Location in Span Load Combinaiion Max."+"Defi Lacation in Span ------- ........-�---- --_..._...._. _._........_._.� .__.._......—_._....----__...._..__ ___.._ ._------ p+5 1 U.1579 3.409 0.0000 0.000 . . ` ` ' Support noiation:Far left is#1 Valuss in KIPS ,...:.;..;,:.:..:........:...:.:...::... ... ..... ..:....: .. .. . . ';:::Yeittcal:Reactions:�:.Unfactored:;:::;::?::;:'.:'<:;'�>:::::;.:;::`::'.:::;>;`::``::'° ...:.........•......:..:........... . . P........:...........p:......::.:..,.,_ --...._.......__ __....._....._...�----_...__—_...___--_ _.____—........._� Load Combinakion Su pod 1 Su port 2 _�.................._.__-------._..._._..__..---- --..._._.____._..._--------.�........_°---.__........_.----_..---....__.._. Overall MAXimum — --- 1.627 .........___.....�.627 D Qnly 0.611 0.611 S Only 1.016 1.016 p+S i.627 9.827 Anderson-Peyton Title: �o�� Structural Engineers Dsgnr: . Project Desc.: Project Notes: . ;;.-.::-.---.,....:.�-�.._,__-_<---,-<-.,:—..-.�..:.:.—,,::.:--:..:-.-:•...---..:::...:—'-�.---->,:..T.,......-.,—T�-- - —_...� � Gc r;nted:15.J i. .,OAP:1 ..._..._..�;�:�.;,�..:::....::..;-.�:<;;;;;:::::....:...:.. -- --- .. ..:.�:.,....-_...--.^r°..-_-<...._.,�-�---- .: �:.:......... ... ..,.�•..,::r,::�:>:::;t����::�::<;:.::�,��:.:�:;�:t:::::.,:�:::<.;;::e::.::;,::.;.:::::::::;.t:::::r:o:•n:>::a:::.>r::;r::; : . . :::� .....,. �.. � �. :� :. ,,...,..:...,.: . . . .:...........:.........,......::::�::,:;:�::,..:,,:::?,c�,;.,.:....;.�.... . ......::.�:.._;:��. ...... . .... .... ..::...........�.:. �...�P.,.._...:...7.;. :etm Creek Apariments 6G-:SEB U3ec 9aildm troo[lieaiiu'=_ im iec bfd .. s r. s;:;:s:::,::;.;..:::.a;,;;:>.:.:<:...:::;:��:.,.�,::;d:::�:;�::�:::•::,�;,:>..�;:�:::.:;:;;;::;:::>.... . . .. ..:..:...:-....,..... . . . ;i . .:. . ..: . . ..,..�.��..�...:..:......:.:..:............�.,.:.�:::::..:...........�..�.,:.:�:�:�............:. .. ...:..,.:n�::.: .. .. . ... ... ................ ..... .. ...........,............. ,.... ..:..:.«:.,.:�.�:.:�:�::,.::;�,.:.;.,..:.,, . . . . ... Wood Beam �esi n....... .. ............ .................... .. .... : ; :.... .. .. .. . .. .. .. . .. ... ._.... . ,..,. . .. ...: . ..:... .....:..:.....:..:. :...:.9,:.::.::::::.„:.:::::Ye,:;,:-.:,.:. .., ..... ..1,.. ........ .. ...... ........... .:.::.:... ...:......_:...�....:... .. .:...:.......:..:.:...9.. ..::. . .. ...,. ......,...,.....,..., ,.. . ,.. .. :,>,,.::::.:;,.; .... ..... .......... ...... .. ... .. . . �...... ............ ... . .. .. . ...::.. :>.::;::.:� .:,.: ..::..:::, .. ... ........ .. ... ................................ ...>.............,.. ....,. ....... ........ :..::,. ...,,.,....:,:,.:::,.,::. . . ..::::::::.::>.:�::;::,;:::�:.::;:;::::,>::.:.:::�<.:_..::.: ..:..............................:.,.,:::::;:.;:;::;>::�::ENERC�F+I:Et:INC::�983�2fi1 D;:�ler..8:0;22::`i. .. . .... ..... . ..., ..,.,................,..,. .......,.:...:.,.:..:_.,...:...::..,...:..,. +•��� • . e e a � Description: 0-Beam Material Properties Calculations per IBC 2006,CBC 2007,2005 ND5 .__..._......._._...__—..__ _—__..._...._ __.._..___.---.--- --..........W_..�-----......................_—.._ Analysis Method: Allowable Sfress pesign Fb-Tension 850.0 psi E:Modulus of Elasticity � + Load Combination 2006 IBC&ASC E 7-05 Fb-Compr 850.0 psi Ebend-xx 1,300.a ksi Fc-Prll 1,300.0 psi Eminbend-�a 470.Oksi Wood Species ;Hem�ir Fc-Perp 405.0 psi Wood Grade :No.2 Fv 150.0 psi Ft 525.0 psi Density 27.70pcf Beam Braeing : Beam is Fully Braced against lateral-torsion buckling _....._----._.. ....... .... .... ----........_......_.__... _.... ......_...._ ...___._.._....._._..._ ...--_ _ ...._...__...._ - ----. ____, --------------• - D(0.384)S{0.64) - b 0.067,0.023 S 0.111,Q.038 � D 0.143 S 0.238 ,'r � , � �'�r/.++i'.{��5�`C�� �a���� �r�3 ffi.7�'s�'"5�� �+s.yr.( 3�v�-�+��� st �i t °,m'd��;r'�as.s'.^�� 4 - � I �Lr � �'•sJ S �Ly �+ `�''F'r��S�ii z�+.�rF� �`'��'�S"���.--�i��s.,t'�'r`{Srr'x`a� .si ?x �'/ F7Y7"3- rMl t.r.: i rf�'{ "•..r„'�r.�' +F� -�rj�i"2.'� iT,xr'�j,',�`s�" 'yr�9^.G� •+ �G"�`'�✓- k7 rk�+r'ras+Ct. '1 �t F-- ' �¢.�n.f.,--a�3`. i.✓� �r u� �rrr 7 ,s'r� t r ,s F-`'��� /,r r��' xv'..�s^r-v� �€ s 4 i�r a�:. I t r�xi �f�'3��x'�r�.P�� �r�,�� -.��sF�(�'�.Y'� .y�'S.,_� ��i�x1'y� y ��.�i{'�, ,rj-� � � I ��i�t -:.:.�� r 1'a d p""�i.C,��,�'1 'r ".J,`.�~�jX 3 C. f,i��-,; rr�Je . 4y r l.r�: x f s ' �� 4x 10 - - �•-�\ . i j� %'-- � �----------....... Span =7_0 ft__. . Se 'c rvi s lo ads entered. L o d a F r ,::11'.:::LO.::...S:::`:.:;:::;i':;i:!>';'<:;;i.;';::;>:!`:;_:`<:::::::;:`> :::;'';!t;t�;:';`:;: acto s will be �A� �.... ..a... ._:_.._...__....—_:_:::�:�.........................:—_-,._ aPPlied for calculations. ---..___._ _..........._.. __.. ___.__ ._....__.. ..---•----- Beam seif weight calculated and added to foads Load for Span Number 1 Uniform Load: D=0.1 G30, S=�.2380 klft,Ex#ent=0.0--»2.250 ft, Tributary iNidfh=1.0 fi Point Load: D=0.3840, S=0.640 k(�a,2.25Q fl Varyinq Uniform Load: D(S,E}=0,0670->0.0230, S{S,E)=0.1110->0.0380 klfi,Exfent=2,250--»7.0 ft, 7rib Width=1.0 f ..............................:.......:..:.:.:..::...: MARX r:':`:r>;;::;`?:;;:s:z;:;?:::t:<:;::;;r:":;::.•:'a;i:':;<';;-'.:.>";';;!::;:. �• . • �:flESIGN St1M . ------........-�---..._.-----------. .. ..------._..___.._._.___... __--- _ ;Maxim�m Bending Stress Raiio = U.64� 1 Maximum Shear Stress Ratio = 0.421 : 1 i Section used for this span 4x1Q Section used for this span 4x10 fb:Actual = 660.9$psi fv:Actual = 63.'f 0 psi ' FB:Allowable = 9,020.00pSi Fv;Ailowable = 150.00 psi l.oad Combination +D+S+H L.oad Combination +p+S+H Locaiion ot maximum on span = 2.275ft l.ocation of maximum an span = O.00Qft Span#where maximum occurs = Span#1 Span#where maximum occurs - Span#9 Maximum Deflection Max Downward L+Lr+S Deflectian �.044 in Ratio= 9g1g , Max Upward L+Lr+S Deflection Q.000 irt Ratio= 0<Z40 � Max Dawnward Total Deflection 0.07'i in Ratio= �177 � Max Upward Total Deflection 0,000 ill Ratio= 0<180 I i------ ..- - - ---..... - --------------------_......-----------------_......_---- --------.....------------ ...----------- I .. .......... . .... � ; ;::._._.,::<;:::._......,,...;.:::;:,:;>.::: :::...::::,,;;:-;,_,::; ...,,:�::::::.::::::::,;...:..:.::,:.:,.,..::.::,::.:.;..;,.:;::::,:::<. ;>::Overail:Max�mum;Defilections;-;:Ur�factored;Loads.`;;: ;;�;:.�;:::;`;;;;;;;;;;;;;; __...____�. --..--.----..�..___ .____— _.----- Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span ..._.._..__.._...__.__.._..-------- --.___---,.....--------------- ----_.._...,._._..._ ._----............._._ D+S 1 0.0713 3.290 0.0000�.._.._�__ O.OQQ •--� ::'.:,....,,.::-:���.::.:...::.::::�::::.::.;,...::........,.._::.:-�.:,:.,,:a._....:.:;:�;;i:;:_`:.;�::7;c•i:;:�.°;;;::>i:�:::;::��::...;:.::i'::`.?: ;;.:Yer#scal:ReacEions:-:Unfactored.;:..:.:::::::::::<:°:::;:;:;:.::;;::::;::;:.;;:.:_;.: suppon notat�an:Far ie�is�� Values in KIPS ...._.......__._._ .....--.-.------. _........---....._.__ Load Combination Support 1 Support 2 ������� ������� -----_............_..-------....—_ ...._ _._...__.__.�__ ......------._._._----..._�---- Overall MAXimum 1.660 0.832 """""""""""""'"�""� -""-'" D Only 0.637 0.3?6 S Only 1.023 �.506 p+S 1.660 0.832 Hnperson-reyton Tille: Job# 5tructural Engineers Dsgnr: Project Desc.: � Project Noles: Frmled 15 JUL 2010,i i:12l:A; ---„ ...., -�.-•-^:.--..-,-.-..:::..:-:....::,:.::.ti ,..,::..:... _,-._._� . .__._--�----. .._,.��...- ---�------_.�,..,.,",:.,.:,-: ..::�----,---..-.... ......:.....,....., _ _.�.._. _-„---,.,.-w..,�.--,.,,-�. . ,. ..:,.;>:,.•.::::....:.:.::.:::.:.. ---,-.-, . .. ..:::,.;..:,-.�,:-�:.::<,>..;,..;....-..::....-;;,:::.::%,....:...�. :. ....--Y.....:.:....:.. ......:.: _,., .. ... ...:....,..,:,;::-.....:.,.;:::s::.::,.,,.....:..;.,.......,.::..... - .............................:........ .....::.. ........... .......:................_.,..,,..:......... .::F • ,1200R07.236Yeim.:C�eek.Apartments.(CG-:SEB)iRecBuildm9�..:.. ;8�.;...:.i<:�: ...... ......:::.... ......: ....:..............:..........:. .... ,::,,,:,::..,:..:.:..... .... .le D........ .......... .. .............. ... .. ,...,..:..::.... , ... ...:.... ,..... . , . ...:...............:.:... .. .. .... .. . ..........................a.._:.:..,.:..::,:.>:>::.,::::.::,::,:.::.;::.....:..:::;,:.;;:<::::.:,:.:..:.:.: .. . .. ,.. 5., . . .: . . ...... .... ..........:.:...:�::�.`:.:::�:;::�:.::���:�,:::.':i:;...'�.�...,.:..... ..:.:�......::..�:..:.:.:i:.:::�:.�.:�:.,..:�..:..:.. ...�;.:.::.�.:�:.::�.�.:.:::..:....._.;;::`�.:::::.:...?.:::.:.::.:.,�.,.,....,..:.... .. . . . � ....,..�:.......� ....�.....:. ....:.... ..... ..... ..............:..... . .::........:�.............: � .. . .:::,.::.'.... ...........:::::.:r:.::::;:�::......::�, ..... .. . �...... ......................... .........:....... .. :. .. ...�.......: ..............1..........:... ...........:.......:.. .... :..... . . • . ,. _..,..:...,:.,.... ... ..........:...�:....::..:. :.:::.::.,:<.::,,...:::::;::::::::;;:>;:.:�;;:;,EN ...............:.::...:... ::.....�.,.:. ,1filQOd.:Beam...D.:es�.g n,:....:...::.:..:... ERCALC;ING::19B3-2010;Ver:6;4:22;:;' ... ..:. .. ...:.:... .....:..... ..::._...::....::;.:..::.::�::.:.>:., . ...........:::•:._::..;.:::::: .....:.::.:::::::.:.::...:..:...:.:.. ... .:.::..:...........:.. ..:.......:...... ...... . 8 - :::,::;�.::.:..:::.::...::::.:.:..:.::...........::............. - � e o �.e►• DesCription: P7-Cenier Purlin-5W Material Pro e�ies CaEculations per(BC 2006,CBC 2007,2005 IVDS p �_..._.__,.... ..._..-_._ ...__ ___._.....__._.. _ ._...._...____.__..---._..........._.........._ .__.......�._.--.--_ Analysis Method: Aliowab[e Stress Design Fb-Tension 854.0 psi E:Modulus of Elasficity Loatl Combination 2006[BC&ASCE 7-05 Fb-Compr 850.0 psi Ebend-xx 1,360.0 ksi ��_p��� 1,300.0 psi Erninbend-xx 470.Oksi Wood Species : Hem Fir Fc-Perp 405.0 psi Wood Grade :No.2 Fv 150.0 psi Ft 525.Opsi Densily 27.70pcf Beam Bracing : Beam is Fully Braced against lateral-iorsion buckling ...__.__...._........_.._.__.. ..-----......---------.._..._._. .� _..--------- -.... ...---- ..... . _._..___ , . .. ... .. . . . . .. ..........._._.__. , D 0.064 S 0.9 06 D 0.064 S 0.106 D O.Q64 S 0.�Q6) I � �,r.r. �r ��ro��t. r x�<a9�,�` � �� ,M'3 f .:s> f�- �;'� 1�.^�Nr 'zy.� '��y s���} N �t �5�y . .. r y, f. <<s a�,��� �� � ,ir r��.�5��':��r��-,,•zr,.,:': �r„';r�� ��� ��.�r�...�'��,r.�za� �, .k� � ��,���-��g��; ��,��;� ��.f�x���g � �rt,r,.�,,�" �.�.�.t.�.�.y.P �ti+3"a... •',�.•a•.C° �y,`,rFa:?f:`�.`'�`y,:s;; r,n..,.,rfrvP-,�r'.���'y�C✓�5y f,.���r���.�+,Sr ;��, ,ky_h,�.+�.,'�� .�K�Au�.� �.�'t43}...�'�y�49' i.+y�"` �,,,�''£4;&Vk��Fy.�' �.�i�.,�.rJ•,+�A�,���s'�?:� -!"�f t�,+-,��'%4=b`�^�"�.'�,��.,'�.'��a�'%�:v�,.tx'�',�����'"T.'*�'.��.,.,. , �'��s'.�.y-�(?�;�>'s.,-�if�• �r.a'�w',.Gi'��r g�.5���a�s r�`, .x 7� r s � 'h�'3'2� '�''�' :LY�.-S c.5.��$r,ri�,�`'�,,,�..`���s''��: I � �-4' t �� �z' ? ���vi.+ �+.,,.ty C�`".Krr,,� u�J, t 'Q .� � r �€'�=r..�',*�'Sy,"�GS�'.s`��.�.:.,v-.�x�.;�.'?r.,#rr,�'_ .'ti3.,..<,._2....�^..�- . ...-�d i} ? s`p".}JF � �e�"� �,��'r.Fi�'. A4v�' Y � A Fv �.?n, AF\S.�v r.�%c#J�.Q,_ lJ.f��.:S.r. ..,. : �. . .. � .�.,�;%rd'�.1ir-..,�..-.rr.} ..?'.:.F�.*..�^.Cs'.3,�:...a...,F.?. �c..,�.:Y:�.�, r. ..5+.,.. / \ / I 1 �: ' 4 i. � �-1 2x6 � 2x6 , f\.J 2x6 ��. �... ` ; --- �---- �._.... , � Span = 5.0 ft Span = 2.50 ft Span= 1.0 ft � _._....__............... ........... __... .. .. �_......__._... ..._ .__._.....-------- ... ... ......_...._..--------- ...__.._. .._.... ;.::. ..:,:,c.,;: . ,..;:........:......,..,...;..:....::::..:;.;::..-.:;: ..::.:::..:.,:::,::::::::`::;:.:;;:5: Service loads entered.Load Factors will be applied far calculafions. , >.,: edLoads:;`::::::,1::;..:;;;;, ;;::::;.;;::':<:;?s::`;:::.:;;;:.::.<::;;:;.;>;:�:::::.::::::. ...,....._. ApR�!.. .. . . . . ..... ,.: __....._._.... _....._..-.._ ....._.._ Load for Span Number 1 � Uniform Load: D=0.0640, S=Q.1060 klft, TribularY Width=1.0 fi,(Roof, Load for Span Number 2 Uniform Load: D=0.0640, S=0.1060 klft, TributaN Width=9.0 ft,fRoof; Load for 5pan Number 3 Uni€orm toad: p=0.0640, S=0.1060 klft, Tributary Width=1.0 fl .:::.........._......,................_.......:::::;.;..:;::;;::;;:;:'r;:<`:;::<;t.>.::''::;:`_?.;. .,::'.;,i;,<,;;.;, it- . a ;DESIGN�Sl1NlMARY:...:. ------ ----... - - --- ...----......------ - Maximum Bending Strass Ratio 0.552 1 Maximum Shear Stress Ra#io - 0.6p8 : 1 Section used for this span zx6 Section used for this span 2x6 fb:Actual = 609.75 psi fv:Actual = 99.25 psi �B;Allowable = 1,105.00psi Fv:Aliowable = 150,00 psi ' Load Combination +D+S+H Load Combination _ +�}S+N � Location of maximum on span = S.00Oit Location of maximum on span - 5.OQOfi i gpan#1 Span#where maximum occurs = Span#1 � Span#where maximum occurs - i. � Maximum De#lection I I Max Downward L+Lr+S Deflection Q.032 in �atio= 1857 Max Upward L+Lr+S Reflection -D.004 in Ratio= 7167 � Max Downward Total Deflection 0.052 1ti �atio= 1158 � Max Upward Total Deflection -0.�07 ift Ratio= 4469 I _._._.._-.._...._...--------------.._.............. ._ ...........:.:::.:.........::: :.:.•..,.,..,.....,,.....:::: :::::.::;.'.:.....,,....:.::...:.,:,::r:..:.::. :....,..;..:.:.....::;..:,.::,,:,.::.:. • ratl:Maxifnum°[3efiectians;=:.11nfactored;Loads!';:;;::<:>;;;:;;?: ;:;:<;;: � .._._..__.. ;:,,Ove.............:..... . ..... .........._---._. _..__....-_.......�_. ..._-----_....._ ................ ........................... Load Combinat+on 8pan Max.'="Defl Location in Span Load Gombination Max."+"Defl Location n pan -------- ..... ._.......__.--------._._............._.---........_-._....._.___.----_°---------...... __p+S..___----............._.._....._...._..�..,..�........_. � 0.0518. __ 2.278 0.0000 0.000 2 0.0000 2.278 D+S -6.0067 1.Q13 p+g 3 0.0090 1.Q00 0.0600 1.013 ;:..::..........,:;:,,:.:.:.::::.....:; ,:,.....::..:,,...,;;,..:::,.:.....:.:.::..,..::: ,.,:.,.,.:.:.:...::. gupport notation:Far left is#1 Values in KIPS Vert�ca[:Reactians;-Unfiactored.:_ --____ ...._._......_.�._ ......-__.._ .._..--- Load Combination Support 1 Support 2 Suppor[3 Support 4 __ .,.�___.____..__ - ---...------------..._.__._._......-------• .,,....,.. 0.348"._.._._----0.834 -__._... Q.263 ___...--- -------___...._._........_-__._�-.._...._.._..---- Overali MAXimum D Oniy 0.131 Q,314 0.099 S Only 0.217 0.520 0.16A p+s 0.348 0,834 0.263 Anderson-Peyton Tiife: �ab� Struciural Engineers Osgnr: Project Desc.: Projeci Notes: . _.-.. ..-�:,r.-------,--.,::-.s.y...�._....-�.:.-�-�...r:,,--,...:.:...... - .:::::...:::::........<,::..::...:.,.:::.::::.::::....:.:::::...:..:,.::•: ,--. ...:....,.....-------- - - - .......:.. ... ................. ..._...,.. .....::._.........:...:.....::...:.:.::...,....,,:...,...:..,.:...........:..:,:....:....:.:,,,.,.: - ..:::.... .. ........:..... ....... ,...::.:..:.:...::..............:.:,,.,... _.....:.:,, ---- .. ........ ....... ................::....::::...... ,...,..,..:..,.... ,.,.: -. ,:.:.:,>:.:...-.- .: . ,:.:::::...:.:.. . ....:..,...:..:.,..:....:,:::::.-<,.;:::: ::,>.::.::.:,,:::::.:.Fi�: :�zoano�-zsa:Y�ime�a ....... ...... ...:..:.......:.....................:...:.............:..: .....:. ....F..... : :.,ots`CG:`='S 81Rec:Buiidui:: •..:........................:................::.... ................:•....:..:.,..... :... ,.. ,..:,,.....,....:....:,.,,Pe�e....:.i..... ..�.?............ 1(oof.lieaFris;-;.:.Vii.:>.:litii;.:..,:."': ......... .....�.::..,-:.:..:......:.:,.:........ :.::.. •:....::.::.... :..::...:...:.:........-�::� ...,.. .... . ,..... . .. . Wood Bea �esr .. .. .:::: ........::..:.:::::.:�.:.;..,::.:.,::::...::;:.::::�:.: . m. n . ........... .. ..... .. ....... ........:.. >...,..._:...:. . ;:.::,..:�:.::,.:�<::.>:�,,::;. ..,.�...:_:...:..,,: ..r�.::::�,..;,.e�:::�: :...:...:.:......:..........:.:..:.::..:......� .....::.::...... ...:::.:,: .. . ..:.:..:.... .. .. .... ....... :....... .....:....:. .. ....:..:.... ..:�. > ...,.. ....>:.....,..., ....:..:. .., ::;:; .:.. ....::.. :: ...........:.:..... .:......::,.,.;..: ::..:.,.:.:...:,.,:.;.;:: ::.:.:...:.:.::.::::.::::::: .:. , .. .�. . . ...._.. .... .::..,,:.:,..::. :.......:�� ,..... ,........ :..:.:.:.....:.:.:.:::..:..:...:..:.:...:....:.a..,..::::,:;;;:,.;.,:::.:::•:.�;_::::>:>;:�;;;;; ;;vec:s ,..... �.:. }.::-:. '.�;; '.;;; . : :0;22<:;': �•��� ' - s � t a �escripfion: P8-Outside Purlin-SW Matet'ial PYOperties _ _ _ _ V Calculations per IBC 2006,CBC 20a7,2006 NDS _.....__........ _ ._.. ..... -----�.._.._._.._---- .... Analysis Method: A1lowable Stress Design Fb-Tension 850.0 psi E:Modulus ofElasticity � Load CombinaEion 2Qp6 IBC&ASCE 7-05 Fb-Compr 850.0 psi Ebend-xx 1,300.Oksi Fc-Prll 1,300.0 psi Eminbend-�c 470.0 ksi Wood Species : Hem Fir Fc-Perp 405.0 psi Wood Grade :No.2 Fv 150.0 psi Ft 525.0 psi Density 27.70pcf Beam Bracing : Beam is Fully Braced against lateraf-torsion buckling D p.a7 S 0.117 D O.Q7 S Q,117 D 0.07 S 0.117} �'��''�1:�,� T � ��2"Y.y c .h ' �R'° 'P.�„'� T ✓. �. `,�4"''•.;r,=syy_.;G':�g x��v�9;-.i,F,�'�`fi'`PS'iJ^..��.'x;i�' >:��k�'n' .:�..�,5 � �'r��.�„��.`t°Ta z . �,m �,�"f'�d �ik�%'zf ^Tw•.....r^�-.T,..fy'�..s."+'�� G ;L' ;.s. •ts�`�rn,��:�e/�'sf,'� �;? .-.t�,.,��,a.�R-:`c,`�'�" F,",;,s"t'�c:��'r,:4.;� _ �..� ��rrsr?' �E-:i,�`f",G.-�r-,.'`o,,,���S�:s?s� af r�,.�`ts" �'r ��'�r;ti „�,�4; �'f*w , .�,-�.�s;,,f%;�'�`�?��'���-tf�'�fa'�'Y�'"f t ��. s�'"y.'.�g'��;�?x�f%2s;�';'-0.,�'�`��� �c S=.?�r. ^'J,.� � - �'L� '�o�"`�i��� '`�.��,' .�����n ¢ >°`� ::�7��f�.fi.�"�`� s�� 3�i�'�„��i�fif^s,.�r k,r r x ��" 5"r��� g�M�. -{ S1 �'.'�`��L-`.'�'d•,uia�6� r� .+�y"�tP.� "-����i.� ..,<S � �'.'��,.,° ,�(q� P ;��:.:h��`��-...�F.���:t��^� ���,.{`���:..,,s-- ��,*tx�u��r.r��',�'�,�',�,�'t �'���%���r�f��.,t7x<�1-��r���,ti��y�f���,„�(.'�t,�,•' ��5��€,�...k"_��.cFs�ar 5r,�"w�i:..�d (v�� � '. . ..- ._ -. ., .. 7 !. .''�f� , _. .:�. �` es..... y7�� z.i � f h�"Y �J'�'�. �t i.+vf,�3�54 �. ' . . � '�F n,, ` �J 2x6 ��J 2x6 ~'� .�2x6 ' � �, f � i.....__, �� _.,`� Span = 5.0 ft Span = 2.50 ft Span = 1.0 ft , . _ _____ _ . . _._ _ __ _.------_ _. _ _---_..-- ----._____ __._._.__. -----------.-----._J 5e ' i rvice ed �ads enfer .L oad F r �.�.�:..�(d5;;'�`.':.'}':�.�0�.�fi�i(;:::`��:�:`.'�:°.'��:;.'�:�:.�::��:+r;�:'�.i;t�:�:`:;;:i`,';�`.:�::���i��'ri`<�`��;'�`:2 act s w'I b ::,4.....fied:Loa . ......_............................................:......:.....:..:::.:..:....,..:. o i l e a lied For calculations. . :�� - ----..............r..---------- .....__.__ ......_---__..._ .._._...__._......---• --......---- pP Load for Span Number 1 � � Uniform Load: D=Q.070, S=0,1 i70 Wft, Tributary Width=1,0 ft,(Roof; �oad for Span Number 2 Uniform Load: D=0.070, S=0.1170 k(ft, Tributary Witllh=1.0 ft,(Roof; Load for Span Number 3 Uniform Load: D=0.070, S=0.1170 k/ft, Tributary Widlh=1.0 fl ........::.:.:::....:.:.:....::....:....:.... ;::DESIGN:S!lMMARY::::::::::::::<::<;;::::.'.:;>:::::::;::::.:;:;>:;'::::...:;;::s::>z;:: s- � e ----....._.--------------..........._..._-------..._._._.--._......-. �Maximum Bending Stress Ratio = 0.807: 1 Maximum Shear Stress Ratio = 0.869 : 1 Section used for fhis span �Xg Section used for this span 2xg ; fb:Actual _ 670.73 psi fv:Actual _ 100.37 psi � FB:Aliowable � 9,105.00psi Fv:Allowabie � 150.00 psi ' Load Combination +D+S+H Load Combination +p+g+H • Location of maximum on span = 5.00Oft Location of maximum on span = S.00Oft Span#where maximum occurs = Span#1 Span#where maximum occurs - Span#1 � ` Maximum Deflsction Max Downward L+Lr+S Deflection p,{}3g i� fitatio= 1683 Max Upward L+Lr+S Deflection -0,005 in �atio= 6493 Max Downward Total Deflection 0.057 in Ratio= 1053 Max Upward Total Deflection -0.007 in Ratia= 4462 i �-------_...__._.............._._._._._-------------------•-----.......__--------- ... � c.....::.:.:..:..........:..:..�::::::;.:.::.....:::...:::::...,:::::..::s:......:..,:...:.:..:,.........,............::.::...;.,-...:::.;..:.....,..;::.:: ---.._....-------....... -----------�_----------•J ::.;O.v.erail:Max�mum.:qeflectiqns;.-:Unfac#ored;l:oads;:.:::�<:';;;; ;;::;:?;;:;;;;:;; ,... ....... ...... ... ....p... . ... ...� , ........., p ---.........._ ----••---_._......___ ._..___ .._..�_.. Load Combination S an Max. "Defl l.ocaiion in S an Load Combination �v1ax."+"pe(I Location in Span ._.._... ----------�------------.- .._.,_.._........._.�____._-------.__..._.�.-----_.....__...._.__...______._...._--.............__-- ----._..__ D+S 1 0.0570 2,278 U.0000 0.000�� 2 0.0000 2.278 D+S -Q.0074 1.013 p+S 3 0.0099 1,000 0.0000 1.013 ...........:. �:.::..,.....::;:,......;,.. ::.,,;;: ..,,..:.:.....:.;...,,,..,.:;::::;::.:::;:.::::.;:.:,:::::::;::,;;.,:::-::::. Su rtnatation:Farleflis#1 � ;' Verticai Reactions ,;Unfactored ' ;:;; a� Values in KIPS - --- ----- _.__---�- ----...._ _._......_._ ......_.. --...............- Load Combination Suppori 1 5upport 2 Support 3 Support 4 _.._.�_ -------.._....-----------....__-....--.......__... Overall MAXimum 0.383 0.917 0.289 "--""-�-�--�-""""""""""" D Only Q.143 �.343 0.108 S Oniy 0.24D 0.57A 0.181 D+S 0.383 0.917 0.289 Antlerson-Peyton Title: Job# �tructural Engineers Dsgnr: Project�esc.: , Project Notes: Printed.l5=U12610,11:35fJ;1 _.,. —•.—,:-...:.�.,.:..:...::.::- - _ �__T—_... � ---�--- ---.....:--.,—,..—..—. . . ..:.....:. . .: �. ,,..T--,._,----� ,:.:.::::;,.,:.... . �.. ...,. _ ._...,_. -.. -:. -: .. . .. ,: �m;iec.bld ,ecfi::;�: ---- �-..—T.-._-•—�-- - ..... .:...... .....:::::...:...::......:....:..:....:.......... , rNients.CG. SEB 1Rec 8uildin lroof.tieams:�;Yet.:......:.:..9 _......-...--:...-.—»..—....::........ >:::::,<<�..:;,,<..,-.,:::;::;;;.:,.,:.:,:.>.:.;:.�::::.:.::..::.:.::>:�.,.....:::,.,.:-.._.:..:.,: . Im .. . 9... ... :....:..:.:...:..........:..:.::.... ............:.......:.............::..............,:.....:...,.:.,.:,..::.,,:,::�.::>.•:...:.:..:.�ile: .12007107238.Ya Geek.�.....:......(...,..:.........)..,,..:..:......;......:...:.... ,.....:..:.:..::,,.....,.........:..;.,:.:..;,.:.... R ..:.._.,.............:...:.:.:.:,.:.........,.:,........,....:. ........:.....:. .,:.;.,.:.::.,:.::. ,:.,.,..:. ..:.....,:,::;.,:::::,::,..,.:.:::..,:,:::.�.... .. ....._..:..... ..,,...,.;..:.. ....<.. . ,.. . , �...,...:........... ....,.,... ,>..........:...,.:.. .:.... .:>.::...:,:.:.;:;:_.,;_:.: \..... , .. ,._�..,. ....._.,...............,:...„::.... ...... . ....., ..,,...:,:..;::::.�.:::.,.,:::::.�:;::,:,:, ........,..... ....,:...,:_...:.,.::.<...,:...:.:. „ ,..,,::......,,.....0 ,. ,..,.,...:..:.:.:....:,,..:...,.:,.... ..... . .. . �.-::::.::::::;:,:•:;:: � ' -. ; Vei;;6:0:22:.:�? ,.. ; ..::::::.......:,,........ ,,....._.. ,...::..,,,...�, ,.,. , :.::..,��:::�:.::............;:::::,... ,: �...;,.,...:,.,,.. .:.,...:.::,. ,.., . �.., ..._:..... .....:...,.:...,....,>.:.,........ .:........,,::::z. ,... .. , >. ............. . ..... ,..>.:;?:a::. BS� 11.. ,......,.<,,;:.,::::....::........ ......... m.D ........:.. .:....,.:. Bea ....::::..........;..... .. ..._....::�::.::..:. . .00tl: . .......: . . ......:...:::.:..::.:..:. . ,. . . ..... .......:.:.::.:..:.... :..;:...,,:..9..f.....�,:,,..:.........,..........,..._...;...:..........,.....::,..... ..:.::.:::.:..:.: . .:..:.:..:::::.:::::.......:::.:�:::::.:::::::;.,,:..::>.:::..::::.::. ...... ::.:...::...:. . . ....:......:::.:.... .. . o • Q .:::::>�z:::::�::c::.a:.,�::.:},:.,.:�........................�..... .,,...... . � 0 _ , � R � I.ii� • Description: Q-�eam Material Properties Calculations er IBC 20�6,CBC 2007,2005 NDS _._._........_...._....._._.--- ___................_._...._.___..___ ..... P _._----- __. _�.._.._ �.Analysis Methatl: Ailowable Stress Design Fb-Tension 2400 psi E;Modulus ofEtasficify l.oatl Combination 20Q6 1BC&ASCE 7-05 Fb-Compr 9850psi Ebend-xx 1800ksi Fc-Prll 1650 psi Eminbend-xx 930 ksi Wood Species :DF/DF Fc-Perp 65�psi Ebend-yy 9600 ksi Wood Gratle :24F-v4 F� 265 psi Eminbend-yy 830ksi Ft 1100 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(Q.14} S(0.24) nrn,��� �m� D 0 074 S 0 123 � crn ��� �p(0.074 0.�3Q�Q0�`�����4� ' �.�.���.-�--�..��'4�,-��T D 0.43�0.074 S 0.05,0.123 • I � D 0.036 � � � ' �r� r�. �;�.,r r�r•a.� �-,g�,`t°"f �-n �;,,�. ?r YR'�r'n.r"`y���2�'���:'r. .^' {���,�'^��+"����?f;,,����s����,,.a����c s�,����, :1 I f ��':�-'�.�a<��.�'�i.s;. :��.,;.�^� +�• �.�M�{��� iv ��`�d`FcY"�1r��'�-�''�v� :4 aF Y�^'yr;r}pcsr ���/.r"�."i'"��'�',r,�;r�'��t e�.,yr�."`�vx•,�4„,»7���'. .%�'?sn. t�"u�'��7�. „�+�';j I ��1Z-}��y7�„r r p.;.��*�. �x€n. 'i"�""'"5����3`'r-�.��'.(t;,�i..:�4��al��{�fi��? �,� x�,•,�.i��x"�37 ,.�v r� �r:�•f•.���3f "�'�.y�n. �`�.�J���.'St_!U�-. ;f�:, , � a r ��� .�n�r2^���^'^��-��,q;,�f,'�F,u�.,�� ,��`.-- ✓-zk n���G3w� �.if � ,;�'`�5,��.K3^ -G'E r�Yv„� s z75y�4 ��� "J r.;a), �.. �: � 7 G�. l�"-�L.��,a�?.;;#5:.'�n�i �..�:¢.{r f��. �"�'�j �� .�f�t��.� �� 3.t vm. �F ,3u,s.: u�.."�$ �r S"+ .�=�M�i.��',/� `�� � ���..r �.' Gi��'�J��-s'� ��-�c�r i v���-,.,,,r'i?� , s- i��.�� +x,.r ? z � �''�v��'��i' �,d„�i�t.... -.�. .-_.:^�'�+�E,.r?.5:��... +�'•t� ; F ✓1,%si���€-,�'�`,'+��i'd?'jtFi�. l,r#�� T�e/.�S�.rA;'�w��r''�F.f:..4:.s.(�Y,..,. ._%� �.�.. ... .r - ,.r- �71N .?,r� .)..�2n..4 .:.� l.1„ -a!-( � . ..J .x n . ..� . .iw.v. .. ..,. �� ' S.i 25x5.0 � �� ..._ �_i Span= 14.50 ft . ._.._--.....----._......... _. - --- ------------ -...... ........... ...... ....._..---------_.___... -,..:.:..:.:;::..:•:.��..-:: :.�::::::::.::...::.::::.:::z:::;:::;>:;::;,::;%.t:i:':::.?:=::::::i:::`:.:_::;:::;:::';;::;:::;t: Service loads entered.Load Factors will be applied for calculations. ._..._._. --- �.::�Ap�?lied.:lo.a s::::�;:,:,;:::::�:;::::�«:::°;:::,:�:.::::::::::.::.::::::.:.:::::.:,:_.:;,,. _.___..._.........._.._____..._. ... _........__. -- Load for Span Number 1 l �^N Uniform Load: D=Q.0360 klft, Tributary Width=1.Q fk Varyinq Uniform Load: D(S,E)=0,030->0.0740, S(S,�)=0.050->0.1230 klft,Extent=0.0--»3.75Q ft, Trib Width=9.0 f VarYinq Uniform Load: DiS,E)=0.0740->0.030: S{S,E)=0.1230->0.050 klft,Extent=10.750--»14.50 ft, Trib Widih=1.0 f Poinl Load: D=0.140, S=0.240 k na.9.0 ft Point Laad: D=0.140, S=0.240 k a(�,13.50 fl Uniform Laad: D=0.0740, S=a.1230 klfi,Exient=3.750--»10,750 ff, tributary Width=1.0 f Paint Load: D=0,130, S=0.220 k(a�5.0 ft Point Load: d=0.130, S=0,220 k(�a,9,50 fi � � ,� .................,...........,............:::.::::;>.:::::.,:::<.:•::::;;:.:::::::;°:;::::>';;:::;;::;.,;:::::;;.;: o DESIGN:StfMMARK::::::.::::::::?::;::::;:;;::::..::;:�.:_::::::>.:.:...::.::::;.:::::.::::,::. ___.__ - --------- -......._....._.._..............._._..-------- ----..,.__ ...--- 0.259 : 1 Maximum Bending Stress Ratio = 0.577: 9 Maximum Shear Stress f2atio - Section used for this span 5.125x9.0 Section used for this span 5.125x9.0 fb:Actcaa! = 1,383.95 psi iv:Actual = 68.54 psi ` FB:Aliowabls = 2,400.00 psi Fv:Allowable = 265.00 pSi � Loatl Combination +D+S+H Load Gombination +D+S+H ': � Location of maximum on span - 7.250ft Location o(maximum on span _ 13.775ft i ' Span#where maximum occurs = Span#1 Span#where maximum occurs - Span#1 I !. Maximum pef[ection Max Rownward L+Lr+S Deflection 0.302 in Ratio= 577 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <240 Max Downward Total Deflection 0.546 in Ratio= 318 Max Upward Tofal Deflection 0.000 in Ratio= 0<180 I � :...----- -----........................... .......... . .... .._. „ .....:..::.:.:::...:.......; :::::�.;:::::.....:...:::::..;..:::..:::;•:::.......::,:.::.:::.::::::::.,.,::::;:;; ::...:,..>::.:,.::::::::.,. ::.. ti Maximum;Deflect�ons::=Unfactored_Loads;:_:::`:'?.:_;;'�.<�':,> >.;:Oyera..... ____ ..__—.P-- . ..._.�._...---- ._...._...._----..._._ _._..:__..__..�_-•--------=------�--=-=-- Max."+"Defi Locaiion in S an Load Combination Span Max.""Defl Locafion in Span �oad Combination _u...--- ._.._.._..__.._. --_.._........_.._..�_ _.._-----._...._._.._.._ ��----- O.00OQ 0.00 ._,p*S...._.._................— � Q.5462 7.323 , >::..:...,:;.::........::.:::<;_.::;,.::.;;.....: <:;::.:.:::::,:: :::;::::::;::>::::::;:,::>;>:;::�.:t;:::^?;:;'::_::> Su ori noiation:Far IeH is#1 Values in K P pp :Vertical:React�ans.-::Unfiac�ored__;:?_;::_:_:;�_:_:_;:`__::_:;__�_::�:�::--.--._. .. ..._.. ................_—._....._ ._..._. _........_____--- _....._---�-----�-�— _.......... ... Load Combination Support 1 Support 2 _......_.........................--°_._.._..------.._...._..---............._.......-----..___..........._.------........_... _................_.........-------- Overall MAXmum ---...�y---2,200-�--�----v-2.2D0 p Oniy 0.985 0.985 50n1y 1.215 1.215 p+g 2.200 2,20Q Anderson-Peylon Title: Job# Struc(ural Engineers Dsgnr: Project Desc.: Project Noias: • Printed:t5JUL2C10,iS:51/S:1 ,...;...-. .... ....-.-..---....-:.--�----�-.-..-..-::;.-;,:_-.-'-,`--:<:::.---.:;,-,...,:;..�...:-___._.,:.:--- -- - - --- - - ..:.;:.:.: ....................... . , . ..<�:;�::::, .: ;.,.:,:,:,:::::; .•..:>:,:.:.;.:::�.::::::::..:::::::...:..:>::..,..::::;:;;::s:;;,r:;:::;:,;:>:;�::„: ;.�lei%..:1200Zt07=23.Y..��....,.k:.,. ,..ri.... . ; °, , S e Cres `,rfine `C ;,........ . .:. .. , ....::......:....:............. . F .:P. ....... ..:. ks. G!:_:SE61Rec:9ui •n,.....,.. , . :............,......;.,,:::..,.:,::.:..,..<;::::;,:;�:,:;:;,:::.:?:;;;;;<�;;�:;;;:<;:;:. , .. ,.............:...............:.;...::;>...........,.....:.......,....:..,,...::...,..,...,:::.:.:........,....::.>:..:...:..:...:.:.::...:..:1......::..:.:.).,....... �d191rPof;tiesms:`=i:. im�61d',:.,. ,.:...,.:,..::.:..:::.:::::...:...:._...:,..,. ..::,:.•.::::,:..,...::..:..,...;._;..>._..:,._...:.�. :W.00d:.Beam.�es� n::.:::::•.;.:::<:.:::,,::..:.;;....::...:::...:......:..::...::,:,�:;:..:..-:...�:,:�::::::;:.:::...:..::.:.:...:... .:,:.:.;.:.e�s:�::; .... .:..........:. ,.....,:...:...:...:.:.:......, . . .......:.... ...............g.....:.:.......,.,........,.........:.:......,.::,.. ... . . ,.....:,.::.:..:.:::..:.:.:..:.:.:._.:.:.:..::<.:.:�:::.:..:�..::..::::..;.::.::>.:: .......::......::::•.,,,:::::e::::,:::.:,.;..,.:;3,;:�s:::.•:::,.t::::::i:;:ti::;:':::!.E ...:.....:...........,......:.....:......:...:.....,............, .........:.,..::.:•..:..,..,.:...:..:,.:....,..::.:.:::,..:..:..:.,::::.::.::,:.,:::..,.:.:.:.::.:..:.,>,.....:;: . . .......,.. NEi2C/3LC;':JNG:'<a983�2U14;:I/er:fi:0.22;';:;_ :.....:...::.::.:....:........ �•��• • - o e e s Description: R-Beam Material Rroperties � _ _ ca�cutations�er isc zoos,csc zoa�,2Q05 NDS _ _.__..�.._-----------.......__.�.._.. _ ._-_...._ . _------------- Analysis Method; Allowable Stress Design Fb-Tension 875 psi E:Modalus ofElasticity Load Combination 2006!BC&ASCE 7-05 Fb-Campr 875 psi Ebend-xx 1300ksi Fc-Prll 600 psi Eminbend-xx 470ksi Wood Species ;Douglas Fir- Larch Fc-Perp 625 psi Wood Grade ;No.2 Fv 170 psi Ft 425 psi Qensity 32.21 pcf Beam Bracing ; Beam is Fully Braced against lateral-torsion buckling _. .. .... .........------........ ......_.._.._----�._.... ..... .._......-...__._..__._._. ......_._.. --___.. __...._.._..-------- ...--------.. Q(0.33} S{�.59) i � ' D 0.099 S 0.106 D(0.062) S(0.104) � ; s ♦ � � ; �.�;:�J�� t:��,}.�c' .:.,+,��' �.r.;Lp `�,�1F�,.�s�,a�-`>��,'��U,. an�.r5,yr�'e�s4�3*�.�s�.�{F `tl,t�v�{''�"�-,�� r s 7°r'St1�y�F'�fr�d��r.ST^�;�+x+3'�-�''%'% 7j�uf ��!'''J-- .$71:i�,+c.�f[,..,.r a�n r�'m'�:.sr�-�y.�,�m 3tt '�'w�31sc t�'�P�4�s+�y',:�f.+ ,�{ f..A' .' o-,a":.�, �'�wjy°�`w^� �.r,3;,.ia'€�d" r .� Et- ��'S',f�` �'S��"� �,,.`1�.q". ,3s- :�,rS. 'rG�,,,`"'� :3r�.t"'i,"-',:> . „r rn��2� '� y. a:,s rr� d- s rt�s2-�a 3la�w 6.?5��t�5M� ,+�{r i �.a� vfsy�„� �5�� ''� `r' .vf I e� �`sj.t� r �^�� n��y��x�+'"Y"A��'F''��'� -ir '��i.s'd�,�r i���K��.u�.x, ^^ � .��?� .�"a t' -a*or� �. �'^.�• . ..�'u:"�� �,,.?."�,-sr z,�,!��s,�s .�3.�-•s��,,'�;X�s ?''� '��Qf�#'rr`� ��'?L,>l x�F��'�'��:�iti`;•.�"�'o=��,^Y; �ys-5z.�s����.`�. ��w�7�,��. ..��.K�����,y� ++"''� �-"'a..F r�ttrfi���,t2�'a�. G�%5r`r''. ,?''�%- ����:��,� 7hPr.sh�ru.',:�����}y.���;,,s��'�-�-"�3,yar�f�'�'�''��x��...�vr'.,;^(,�1 t� '�.3�TM�i�'-.s�✓'..�i�N��; �s � �i.; ' :.<'.;f`" _'�rt' a .{r f. ,1�,1 .�k'4 G y_W c'f 2'_,,'&a,r�l xJ�.ua,.... r � �"�.. �"'.r'l.�����i�g`�}"'��"''�x y+�'"���F�.�'ii��,�y •*'. ,�. ,...-....r., �.:rL:�...r.. ,.�....� ..,.:fv�: .,. .......S..s a ...,�...v .......�.-�7", r _ '�'v -4a.?��, ...h.,... ,.t.'r, ��' J� .�'�'��� \ ..r... .m�fki�r . .��.., i. .�.. � ._....�.. .......... ...� : t/ `�� } f� sX�o �; �'� 1....'=,: i ; Span = 10.0 ft J Service loads entered. L ,,..,A `.:iied Loa�s';.:;::`:.::::<:?::::::',::;::`.:;`.:`':':.:.,.;.:.:`;..;: :?::;:,`.::_;:.:;`;:: oad Factors vrD�b p� d ..................... ................................................... e appiied for calculations. - -------- --------___.-----_......-...---__......._....._.__ __._............._.._...._-...._ _............ ...__ ..__.... .__.. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D=0.0990, S=0.1060 klft,Extent=0.0--»5.0 ft, Tributary Width=1.0 f Point Load: D=0.330, S=0.510 k an,5.0 f1 Uniform Load: D=0.062�, S=0.104a klft,�xtent=5.0--»10.0 ft, Tributary Width=1.0 f� ;:.....................................................:.........:...................:. ..:...:..:::...:.:::::: ;::::DESIGN'SUI�lA4ARY:;::::':;`:,_.::::::::::::::?::::.::::?;:.::':::;•:::::::::::;:;::::,::r< n- . o _._...._.._.. ...__._.._.__... _._.._._.---------......---. ......_.._._ � �Maximum Bending Stress Ratio = 0.757: 1 Maximum Shear Stress Ratio - Q.218 : 1 � � Section used for this span gXq p Sectian used for this span 6x10 i fb:Actual - 662.14 psi fv:Actuai - 37.9 0 psi �B:Allowable = 875.QOpsi Fv:Affowable = 170.00 psi �� Load Combination +D+S�H Load Combination +p+g+H Location of maximum on span - S.00Ofi l.ocation of maximum on span = 0.000 ft I � Span#where maximum occurs = Span#1 5pan#where maximum occurs - Span#1 ' Maximum Deflec#ion Max Downward L+Lr+S Deflection O.d83 in Ratio= 1448 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.147 in Ratia= $15 Max Upward Total Deflection O.Q00 in Ratio T 0 <180 j � � � _. -----.-.----------.----------_ _ _---------------- --------_ ---------- -- _ . ___._ --------. ------- __� . . . . . : . . . '.:::Overall:Maximum;Deflections'.=;Unfac#ored:Loads::';::;;.<.; ;;:;:;::;:�:;.:; -........__.-_._. _..�....---......_....__ _..._ .._._ _....._. Load Combination Span Max.""DeFl Location in Span Load Combination Max."+"Defl i,ocation in Span -------___.._.._._....................._........._....__--- ---........_............,._,.,...._-----...__.------ -----............_....------_.--------..........------........---- D+S 1 0.1472 5.000 0.6000� mm0.060 :.................::.:...........::........... :...:.............................................:: :.:: ;:;V@I'tlCal:°FZ08CtlOtiS`?.`Uli�aCtOCed.;;:;:`;';:i::';::::>:`r::'>;:::'.::'::r.`::'r: Suppart notation:Far laft is#1 Values in KIPS ,..: .. -..-: _.................._..__ __....__.__ Load Combinailon Support 9 Support 2 �� �' � _----_-----_-.........___.-.----- -._.._......_...------------ OvaraIlMAXimum 1.955---- 1.357 .......---.---..........._..�-_..._..__.---.- D Only 0.672 0.580 S Only 0.783 0.778 D+S 1.455 1.357 PROJECT:YELM CREEK REC BUtLqING SHEET____ Jp6#07.23$ DATE:7/15(2010 NAME:GDS SE/SMtC ANALYSlS: - Rec Bulldin Site Class: Site Class: D (IBC Table 1613.5.2) • 5ite Lflcation: Longitute: 46.934 Latitude: -122.57200 Site Goefficients: (USGS Open-File Report 09-437} S5= 113.9�o Fa 1.04 T!= 6 SeCtioR 12.8 8�11.�1.5 S1= 39.7 o F,�= 1.61 SMS=Fa'SS= 118.912 %(18C Eq.16-37) SM�=Fv`St= 63.7979 %(!BC Eq.16-38j Spectra!Response Parameters: 5ps=213*SMS= 79.2744 %(18C Eq.16-39) Sp�=2/3"S�,�= 42.5319 %(1BC Eq.16-40) Structure Period: Ta=C�'`(h„}"= 0.2202 (ASCE Eq.12.8-7} OK h„ = 24.5 Ft, Ci = 0,�2 (ASCE Table 12.8-2) x = 0.75 (ASCE Table 12.8-2) C„ = 9.4 (ASCE Table 12.8-1) l"(Mq��=C�"Ta= 0.3083 (ASCE 12.8.2) Seismic Use Group: _-� Occupancy Category: t or tt .��or 1(, III,IV {IBC 1613.5.6) I= 1.00 (ASCE Tabie 11.5-1} Seismic Design Category: Seismic qesign Caisgory: D (IBG 1613.5.6) Seismic Design Category(SpSJ: D Table 1693.5.6(9)Shorl Period(Sos) Seismic Dasign Category(Sa�}: D Table 1613.5.6(2)1 Second Period(Sp�) Seismic Response Coetficients Cs=Sos/{R/IE)= 0.1220 (ASCE Eg 12.8-2) R= 6.50 (ASCE 7 Table 12.2-1) wood shear wall IE= 1.00 (ASGE Table 11.5-1) Cs�MaX�=50��t�R/lE)'Ta)QR p.2971 (ASCE Eg 12.$-3&4) Sp�*T�!((R/IE)"Ta^2) CS�����?=�.01 OR 0.5*S1 !((R!IE)= OA1 (ASCE Eg 12.$-5&6) V=GS`W= 0.1220 W (Ultimate Strength) Va=CS11.4"W= 0.0871 W (Allowable Stress) (253)941-9929 31620 23rd Ave.S.,Suite 321 ANDERSON-PEYI`ON (253)941-9939 FAX Federal Way,WA 980b3 Siructural Engineering Consultants PROJECT;YELM CREEK REC BUILQING SHEET JOB#07.238 DATE:7/15/201•p NAME;GOS . WIND ANAtYSlS: - Rec Buildinq Basic Wind Speed,V= 85 mph Section 6.5.4 Exposure Category: ._e ._. . _�Section 6,5.6.3 Mean Roof Height,h= 24.5 feet Alpha= 7 Parapet Height abave ron#,p= 0 feet Z,B= 1200 Buiiding W[dth,6= 58 feet ...._.__ Building Length,L= 68 feet Enciosed Bunding �� Natural Period = 0.2032 sec GCpi=+1- D.18 (Flgure 6-5) Natural Frequency= 4.�J21 Hz >=1 Hz Therefore,Rigid Structure per Section 6.2 G= 0.85 gust effect iactor defined in section 6.5.8 KZ=2,01(z/za)Zr`�"na (ASCE 7-05 Table 6-3) Seciion 6.5.6.& K„_(1+K�K2 K,)z= 1 (ASCE 7-�5 Eq.S-3) Section 6.5.72 tC�= 0.85 (ASCE 7-05 Tab(e 8-4) Section 6.5.4.A I= 1 (ASCE 7-Q5 Table 6-1) Windward: P=qGCp•qf(GCpi)(ASCE 7-05) (Eq.6-17j Figure 6-6 Table 6-3 Eq.6-15 Eq_6-17a Eq.6-17b Eq.8-17 Eq.6-17 C�,= p.8 (windward; h sec.ss.s.s Sec.6.5.10 Extemal Intemal Totai Total Windward+Leeward: feet K� qz(pst� q�GGF -q,{GCp,) q G Cp+qi q G Cp-qi(GCpi) Along B Along L 15 0.57 9.04 6.14 187 8.02 4.27 10.26 10.56 2� 0.62 9.81 6.67 i.87 8.54 4,80 10.78 11.49 24.5 0.66 10.Ad 7.07 t.87 8.94 5.20 11.18 11.49 24.5 q=q;,=9,= 10.40 7.07 187 8.94 520 91.18 11.49 0 q=qa= 0.00 - - - Parapet o.o0 0.00 Leeward; P=qGCp-qi(GCpf}(ASCE 7-05) {Eq.5-17) Figure 6-6 External Internal Total Total Cp= -0.5 (Leeward along L) qh{psfj q,GCP -q,(GCF,) q G Cp-qi(q G Cp+qi(GCpi) CP= -p.47 (Leeward along B) 10.40 -4.42 1.87 -2.55 -6.29 Along L 10.40 -4.11 1.87 -2.24 -5.98 Along 8 Parapet: PP=qP GCF�(ASCE 7-05) (Eq.6-20) Figure B-6 Windward Leeward Cp,= 1.8 (Windward Parapet) qa(ps� qaGC�� qPGCF� C„�_ -1.1 (Leeward Parapet) 0.00 0.00 0 00 Walis: P=qn I(GCP)-(GCF,)](ASCE 7-05} (Eq.6-22) Figure G5 Area(fl`} �CP(4&5) Windward GCa(4) Leeward GCP(5) Leeward GCF,= 0.18 (Windward) 10 1.OQ 12.27 •1.10 -13.31 -1.90 -16.42 GCP;_ -0,18 {Leeward) 25 0.93 1 i.5$ -1.43 -i 2.60 -9 26 -15.00 qh{psf�= 10.40 50 0.88 ii.0i -0.95 -ie.OG -i.1fi -13.89 100 0.83 10.46 -0.92 -11.48 -1.Q5 -12.79 (253)941-9929 31620 23rd Ave.S.,5uite 321 ANDER50N-PEYTaN (253)941-9939 FAX FederaE Way,WA 98003 5tructural Engineering Consultants O[�� �- �t � e �° �' � � � � �� � �3 � Jo�# 67 z�� s����r o� ��� StructuradEta�ineerrrzgC�rrsuttan#.s� ��� �a r�'.-;5;�„at:tc�c�„t���cants,Tr.c. 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Federal GVay, \T�`i'�98(}09 • Phone: (2�31 941-992) Fax: {253i 94I-9{i39 Seaule /Far::t;ide {2UG? 292_f9?� PROJECT:YELM CREEK REC BLDG SHEET JOB#:07.238 DA7E;7/79l2010 • NAME:GDS STUD WALL DESIGN Brng @ C,D,E,F,G,H,J 20�5 NDSJ2006 IBC G� au I ALU P=6675# PD�(#/it)=2884 �h= 675 psi e=0.00 in PS�(#lft)=3791 F„= 150 psi F��(#/ft)= 0 F�= 800 psi PTOT(#/ft)= 6675 F�, = 4�5 psi e(IN)=0 E= 1.20E+06 psi �p TRIB.(IN)= 92 �%r' 1 (Repetitive Member) ft W=10 PLF LtF= 1 (Table 4a Bending) E=5 PLF �6a�IS�� LcF- 1 (Table 4a Compression) � W(PSF}= 10.00 1 Laterally 8raced � E(PSF}= 5.40 Kce= 0.3(Visualiy Graded Lumber � TRI$.(!N)= 12 Ke- 1 (Appendix G) �Hem Fr +�Stud Grade � c= �.8(Sawn Lumber} �.._...._._....•.---`--"" . . ........ �i - (2) 2"X 6" @ 12"O.C. OK Bending X-X azis +'� b- 1 (Bearing Area Factor) MEM8EF2 SIZE SECTtON PROPERTI�S QUANITY 2 A= 1fi.50 inz b= 1.5 in S= 15.13 in3 d= 5.5 in I = 49.59 in° E . 16-8 E . 16-9 E . 16-10 E . 96-10 E .16-10 LOAD CASES DL+LL DL+LL+SL DL+LL+SL+W DL+LL+SL+E DL+LL+SL+5psf Le(ft)= 10 10 'f 0 10 10 Uapplietl{��= O 0 rJ� 2�J 2�J MaPPlied�ft"#�- O 0 150 75 75 Papp14ed(#)= 2889 6675 6675 6675 6675 Co= 1 1.15 1.6 i.6 1.6 AXIAL STESS CALCS Le/d= 21.82 21.82 21.82 21.82 21.82 (3.7.1.4) <50 F�"`(psi}= 800 920 1280 1280 1280 (Eq 3.7-i} F�E(psi)= 756 756 756 756 756 (Eq 3.7-1) GP= 0.671230185 0.6'E9860419 0.49422578 0.49422978 0_49422978 (Eq 3.7-1) F'�(psi)= 537 570 633 633 633 (Tabie Q.3.1) ALLOWABLES DL+LL pL+LL+SL DL+LL+SL+W DL+LL+SL+E DL+LL+gL+5psf Vallow�#)= 1650 1898 2640 2640 2640 Va:;oH�=A`F�'Cp!9.5 Ma�iow{ft-#)= 859 978 1361 1381 1361 Ma!:�v�=S`Fb'�o'�F���`� Pauow�#)= 8$60 9409 1 Q438 10438 10438 Pzr.�N=A'F�`Cp•CF' f�/F�')2+t�/�Fo(�-(f�lF�)= 0,11 Q.50 0.65 0.53 0.53 (Eq 3.9-3} P�a��oN,(#)= 66$3 66$3 6683 6683 6.683 Pc.�ano•rr=A"Fc`Co Deflection Ratio NA NA L12662 U5324 L15324 u(I�E 115•�`Map�,E�) 240 OK OK OK OK OK M{N 0.0� 0.00 0.05 0.02 O.D2 Actual Deita C}1ECKS DL+LL DL+LL+SL DL+LL+SL+W DL+LL+SI+E DL+�l+SL+6pSf SHEAR V OK 4K OK OK OK vaPPliedNaltow 0,0°/a 0.�% 9.9% 0.9% 0.9% MOMENT M OK QK OK OK OK MaPP�ied�Ma�:ow 0.0% D.0% 11.0% 5.5% 5.5% AXfAI.P OK OK UK OK OK PaPPfied�Pailow 32.5% 70.9% 63_9% 63.9% 63.9% (f�F�}z+f�/(Fo(1-(f�/F��) OK �K OK OK OK (f�lFG? +ty!(Fy(1-(f�JFce) '10.6% 50.3% 64.6% 52.7% 52,7% AXtAL P� OK OK OK OK OK Pc"app��ed�Pcsa��ow 43.2% 99.9% 99.9% 99.9% 99.9% DEFLECTION OK OK OK OK OK dactual�baiiowed 0.0% 0.0% 9.0% 4.5% 4.5% 39620 23rd Ave 5.,Suite 321 ANDERSON-PEYTQN (253)941-9929 Federal Way,WA 98003 Siruotural Engineering Consultanis (253)941-9939 FAX PROJEC7:YELM CREEK REC BLDG SHEET JOB#:07.236 DATE:7119/2010 NAME:GDS STUD WALL DESIGN 8rng @ K south zoo��QS�zoo6�ec CL wau I.��' W I•fV Vlal_ E. P=9160# Po�(#/ft}= 5089 Fb= 750 psi e=0.50 in PS�(#/ft)=4071 F„= 170 psi �LL\#IfI�=O F�= 7b0 psi �'TOt�#��}=9160 F�,A= 405 psi e(IN}=0.5 E= 1.30E�06 psi 10 TRIB.(IN}= 12 �%r= 1 (Repetitive Member) ft 'W(s)=10 PLF �-bp= 1 (Tabie 4D Bending) W(E)=�PLF t%cF= 'i (Tabie 4p Compression) W{P F)= 10.0 '1 Laterally Braced � E(PSFj=5.0 K�E= 0.439 (Visually Graded Lumber TRIB.(IN)= 12 Ke` 1 (Appendix G) Doug Fir vI�z o c= d.8 (Sawn Lumber '------•^"--.JC.�. . . . . ......__ } (1}6"X 6" @ 12" O.C. O K ,Bending X-X axis ;o f MEMBER SIZE SEC'CiON i'ROPERTIES QUANITY 1 A= 3�.25 in2 b= 5.5 in S= 27.73 in3 d= 5.5 in I= 76.26 in4 E . 16-8 E . 16-9 E . 16-10 E . 16-10 E . 16-10 LOAi]CASES DL+LL DL+LL+SL DL+LL+SL+W DL+LL+SL+E DL+LL+SL+5psf Le(ft)= 10 10 10 10 10 Vapp�ied{#�- Z"I $8 88 63 63 Mappl�ed�ft-#)� �O6 191 333 262 262 papplied{#)= 5089 9160 9160 9160 9�60 C�= 1 1.15 1.6 1,6 1.6 AXIAL STESS CALCS Le/d= 21.82 21.82 21.82 21.82 21.82 (3.7.1.4) <50 ��"(psi)= 700 805 1120 1120 1120 (Eq 3.7-7) F�E(psi)= 1199 9199 1199 1199 1199 (Eq 3.7-1) Cp= 0.83890955 0.808'i93917 0.7139740Q8 0.713974008 0.733974008 (Eq 3.7-1) F'�(psi)= 587 659 800 $00 80� (Table z.3.1) ALLCIWABLES DL+LL DL+LL+SL DL+LL+SL+W DL+LL+SL+E DLfLL+SL+5psf Vai�oW(#}= 3428 3943 5485 5485 5485 Va»�,.�=A x F„*C�I 1.5 Ma��ow(ft-#)= 1733 1993 2773 2773 2773 Ma io,,,=S`�b`Co'CF•C+L'C PauoW��)= 17764 19681 24189 24189 249 89 �a':cw=A"F�`C�'CF' f�lF�)2+f�J(Fb(1-(f�IF�E)= 0.15 0.34 0.30 0.27 0.27 (Eq3.9-1) Rci allow t�)= 12251 12251 12251 12251 12251 Pc i a�iow`A"Fc Deflection Ratio NA NA L/52$7 U10574 U10574 u(i*E !15�L•nn;�F,,�,} 24Q OK OK OK OK OK MIN d.00 0,00 0.02 0.01 a.01 Actual Delta GHECKS DL+LL DL+LL+SL DL+LL+gL+W Dt+LL+SL+E DL+LL+S�+Spsf SHEAR V OK OK OK OK OK VappiieU�allow 0.6% 3.0% 1.6% 1,2% 1.2% MOMENT M OK OK OK OK OK MapP�iea�Ma��ow 6.1% 9.6% 12.(J% 9.4°/n 9.4°/o AX1AL P OK OK 4K OK OK PapPlie��allow 2$.6% 46.5% 37,9°l0 37.9% 37.9% (f�F�)z+f�(Fb(1-(f�lF�E) OK OK OK OK OK (f�JF�) +f�/(Fc(1-(f�lF�e) 15.3% 34.5% 30.4% 27.0% 27.0% AXIAL P,. OK C}K OK OK OK 1�c^aPp��ed�Poia��ow A1.5% 74.8% 74.8% 74.8% 74.8% DEFLECTION OK OK QK OK OK �actuat��ailowed 0.0% 0.0% 4.5% 2.3°/o 2.3% 31620 23rd Ave S.,Suite 321 Anderson-Peyton (253)941-9929 Federal Way,WA 98003 Structural Engineering Consuitants (253)941-9939 FAX PROJECT:YELM CREEK REC BLDG SHEET DA7E:7/191201 d JOS#:07.236 NAME:GDS STUD WALL DESIGN Brng @ Ksouih 2005 NDS120061BC {%L Jatl I N VJ�LU�`u{ P=9�60# Po�(#!ft)=5089 Ftr= 675 psi e=0.00 in Ps�(#/ft)= 4071 F�= 950 psi P����/�)=p F�= 8a0 psi PTOj(#tft)=9160 F��.= 405 psi e{IN)= 0 E= 1.2(}E+06 psi �� TRIB.(IN)= 12 Lr= 1 (Repeiitive Member} �{ W=10 PLF �%nF- 1 (Table 4a Bending) �=5 PLF �TL- t%cF- 1 (Table 4a Compression) W(PSF}= '10.00 1 Laterally Braced E(PSF}= 5,00 K�E= 0.3(Visually Graded Lumber TRIB.({N)= 12 Ke= 1 (Appendix G) ` �= 0.$(Sawn Lumber) :Nertr Fir o{Stud Grade o; ----°--------"`°�........ .. -.,. (3)2" X 6" @ 12" O.C. OK Bsnding X-X azis ;+; Cb= 9 (Bearing,4rea�actor) MEMBER SIZE SEGTION Pi20PERTlES QUANITY 3 A= 24.75 inZ b� 1.5 in S= 22.69 in3 d= 5.5 in I= 62.39 in4 E . 16-8 E .16-9 E _ 16-10 E . 16-10 E . 16-10 LpAD CASES DL+LL DL+LL+SL DL+lL+SL+W DI+LL+$L+E DL+LL+SL+5psf Le(ft)= 10 10 10 10 10 VaPPiied�#�- � 0 50 25 25 MePP�ied(�-�)= D 0 148 74 74 �'apF�ied t�)= 5089 9160 9160 916� 9160 Go= 1 1.15 1.6 1.6 1.6 AXIAL STESS CALCS Leld= 21.82 21.$2 21.82 21.82 21.$2 (3.7.1.4) <�0 F�*(psi)= 800 920 1280 128� 1280 (Eq 3.7-1} F��(psi)= 756 756 756 756 756 (Eq 3.7-1) CP= d_671230185 0.6198604'i9 0.49422978 Q.49422978 0.49422978 (Eq 3.7-1) F'�(psi)= 537 570 633 633 633 (Table 4.3.1) ALLOWAB[.ES DL+LL DL+LL+SL DL+LL+SL+yU OL+LL+SL+E DL+LL+SL+Spsf Vauow�#)= 2475 2846 3960 3960 3960 V��o„=A'F.,'Co!1.5 Ma��ow�ft-#)= 7276 1488 2042 2�42 2042 N13�i�Jl-`�`Fb'Cp^CF•C�'C P (#)= 13290 14114 15657 �5657 9 5657 P��o„=A`F�*C�'C,:` al!ow f�/F�)Z+ft!(Fy(1-�fe��r-_)= 0.15 0.42 0.�}8 0.41 �.�� (Eq 3.9-3) F'c�anow�#)= 10024 10024 1 Q024 9 Od24 10024 Potzn�,r=A`F�`C� Deflec#ion Ratio NA NA L13993 L17986 U7986 U(1'E I 15��;Mz�,;e,) 240 OK OK OK OK OK M1N O,QO 0.00 0.03 0.02 0.02 Actuai Dalta CHECKS Dl.+L,l DL+LL+SL DL+LL+SL+W DL+LL+SL+E DL+LL+SL+5psf SHEAR V OK OK OK OK OK VaPPiledNaliow 0.0% 0.0% 1.3% 0.6% 0.6% IVIOMENT M OK OK QK OK OK MaPPlied�Ma�iow 0.�% 0.�% 7.2% 3.6°/o 3.6% AXIAL P OK OK OK OK OK paPPliec��'a��ow 38.3% 64.9% 58.5% 58.5% 58.5% �fdFo)2+i�liFn�'�-�f�F�e) �K �K OK QK OK ({�IF�) *f�/(Fb{1-(f�1F�) '14.7% 42.1% A$.4% 41.3% 41.3% AXIAL P, OK OK OK OK OK Pc"apPiied�Pc±ailow 50.8% 91.4°/n 91.4% 91.4% 91.4% DEFLECTION OK OK QK OK OK �actual��at�owed �.0°/o 0.0% 6.0% 3.0% 3.0% 31620 23rd Ave S.,Suite 321 ANDERSON-PEYTON (253)941-9929 Federal Way,WA 98003 Siruciurai Engineering Consuktants (253)941-9939 FAX Anderson-Peyton i iue: Job# Structural Engineers Dsgnr: Project Desc.: Praject Nofes: , Prin�d:19.AJL2�iD,i0:40Ah7 ::.�.:�..�.::',it:i:[I:.;:-f:�:.-?:.��{:"�.^:�;.•^.-::?�"—''�f:>i:.—.�-'..--,f,�.".:.T,_•r:�:'::•::`:�.:;'�:::—:-".'. ::', r y`^'::�r ;'�::`::.:;�'r;::':�:':;� .:i. . . --- — - - .:.:..::.:::. . :::..:...: . ... ,,.F�:p:12DD1t07-238Ye1mCreek.Apartments{CG-:SE6)1Rec8uikluigiroaf,tieains�;yelmrecb(dg:ea6;,:: ,: V�[ood:Beam::Qes�gn.;: _.::..::::::::.:::::::.:.::::.: . . . ......:.....:...::.:... . ...:..::...:.:..:.:. ........:. .. .......... � :::. ... ,.:..: ..:.: . � ...:............:.........:..� .,..........,..::...........,............ ::......:.....:... .....:..,.. . ,. ......:.::.....::.....::::.:�..:.,::,,:::::.�,:;.,:,,..:::.::.::...:::;.:,....:.:,;.::;.::.:..:;:':;:;:::':<::ENERCAtC.:INC:::'198.320�O,:Yer.;6.4.22:;:'•.. i.��- • - - • � - e o DeSCription: 7yp Tall Wall(No interior Press) Material Properties _.........-.-------.---. -- --.-..................._--_-.--------.__......_.........__.__ caicuiations per iac 2oos,GBC 2007,2005 NDS ---.._....�......_ . . _ _ ....— _.. .—......... Analysis Method: Allowable Stress Design Fb-Tension 975.0 psi E:Modutus of Elasticiry LoadCombinaiion 2006 1BC&ASCE 7-05 Fb-Compr 975.Opsi Ebend-xx 1,500.Oksi Fc-Prli 1,350.0 psi Eminbend-xx 550.0 ksi Wootl Species : Hem Fir Fc-Ferp 4p5.0 psi Wood Grade ;No.1 Fv 150.0 psi Ft 625.0 psi Density 27,70pcf Beam Bracing : Bearn is Fully Braced against(ateral-torsian buckling � D{Q.091) Q{0.015} , i ♦ T r r -'�1 Y' f' t' 1 i' :: 3 S^�:J F :..� _ r�.` ___ '`�- �' 1 4 = ;,a° k a ��y .r t ',i r. , :�� :.. << �. .. ��, .. .. .� :,� . M , .,, ...... " `"_ . ..::;c: r �.,.; .:. ':: „ .:. � _.. - �� .. .,..: � .. . .. ; . . . _,_ _.._..�: ..: ._o'..:f .. ',..: y ....:.:. .; •-- <_� 2-2x6 � 2-Zx6 Span= 14.0 ft Span=4.50 ft 5ervice loads entered.L oad Fa r cfo s will be a lied or calculafi n ,:.A:: Iie. .Laads::':_.:>;:::::;``::;:`;'i:::::.':' <:>::°;:.:`:.:;:.'`';:`'_ `.' ,:;`. f o s. —�I?.. d. _. pP —.� �-----------__..:._._..:-•-----...._�_..:---------•..........._______ ------..._.._...___�___---------- .._.... Load for Span Number 2 Uniform Load: D=0.0150 klft, Tributary Width=1.0 fl Point Load: D=0.0910 k(a�9.50 ff .........................:.......:............:: ...::.::: ::..:::. . :.:..:: ::. . ;:.:DESIGN:SUMMARYs:;;:::?.::;;:>;i::;:;:?;.':.:r.,:;::_:_r::::::::::::<::.;::::__........................._..----- __. __.. �- . o ;Maximum Bending Stress Ratio = Q.359: 1 Maximum Shear Stress Ratio = p,pg2 : 1 i 5ection used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual - 445.39psi fv:Actuai = 93.80 psi � �B;Allowable = 1,267.50 psi Fv:Allowable = 150.00 psi i Load Combination +p Load Combination +D Locatian oi maximum on span = 14.00Of( Locaiion of maximum on span = 14.000 tt � Span#where maximum occurs = Span#1 Span#where maximum occurs = 5pan#1 ' Maximum Defiec#ion ; Max Downward L+Lr+S Deflectian 0,000 in �atio= fl<240 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<24Q i Max Downward Total Deflection 0.424 in Ratio= 254 � Max Upward Total Deflection -0.197 in Ratio= 85Q ; �-----------. .-------------- ._ _ --- ---------- -------- I . .. .::. . .. , .: , --- _ --------- _ . .-------- . _ . _ ;:;:O+reral{:Maximurri;Defleckion�;�;Unfactoretl;LoadS':::;<;;;;:'_::;;;;:;:::.. _._..._-.-------- ---...... _.._...____ __.._..____ �---- Load Combination Span Max.""Deil Location in Span Load Gombination Max.°+"Defl Location in 5pan ._......._-- -_..._---.._._..._....—_.._. ..............._ ---....__.._...,...v.�.....-----�--........•.-- 1 0,0000 0.000 Q Only ���-Q.1974 T�8.185�� D Only 2 O.Q238 4.500 Q.�000 8,185 ':VetfilCal'Re�Cti0Ci5;=:U11faCt�t'@d`.:;:<;::;:`;;;,;.:`:::.:::.:;::'_.t::;:::;°::;<'.`:':;;; Support notation:Far left is#1 Values in KIPS ....:.::..:......:..::......:....:......:........................:::...:.....:.:....... ....................:. .__._......_....._.._----- -----..._-----._..........._....._._. ._............._._--------..._._ Load Combinaiion Support 1 Suppori 2 Support 3 _.�..___...,.._.__------------_______._._. __...__._........._._--.------------............................._.—_.__.----- OverallMAXimum -0.040 0.199 . .. . ----._�.-•-•------ D Only -0.040 0.199 Title: Job# Anderson-Peyton Dsgnr: Siructural Enginesrs Project Desc.: � Project Notes: Printed:19 Ji1L 2010,70 39FJ.� _,•,:-.—..:.:.>....—•-----._:.---.;.,.,.:..::.... ;---------:-.-,,.-.---...:..... . :.. ., .. .,. recbld:...... :::;<: - . drr�ants.CG:?S..E81f3ec,BwklNgUpofbeams,-yelm..;...,.;..Q.@c6;>: • • T-236:Ye1m Creeic°N�a..... ..{ .... . }..::... ..�.�...,_.-.-:........-..-;_.:...::.:.:..-.-..---..-:...,.---.-..-:;,:-_.:,.-,~_>-.--;:.--i-:�,[":;._".iSi'°.": t -.120071U )3 -.---. ..:....:•. ::::::::::<: ,:..:::.,..::,. , . -4er 6:0:22:'�: .;:::.;:::. . ... ........ ................ ...........:::..:..::;,;::::.:::; • ....: .:.......:. .. ,:.:� . . ...................... ..._.........:........_,.....:.:•.;:.::::<;::::;;:..;:,::":;.%`:: , ,.....;:•:... .. .............. .......... . .... .................: ,. . ...:.... .. ..... . .... . , .., .... .... ......:...... .........:,........... . n...... ....: . ... .....:.. .:......... es� , ...::.:.._.. m.D ..... ....... ........... ...,..........:.::.<..:::.:,::::.:....:.......... Wood..Bea ,:J.:::... ..........:..:.... .....:.... ...... :.::..:::.::..::::..�.::::::;..: . ........,.......... ............. .......:.... :.::..::.::..:....,.... ... ..... ..:::.::.:.:.:::.::.:::.:::::<•::,.;:,. ::::>::: ., .:. :........:......:.. ..:::.::.::..:. � . .. �.. , � � . .:,:..��:.:.:..�:::::..:.........1.•.�F . Descriplion: Typ Talf Wall(Interior Press) Material Properties Calculations per IBG 20U6,CBC 2007,2005 NDS _______........_...__._—.------,........_............_.._..._..---------........__...._..___ __ .,..._ .., Anaiysis Meihod: Allowable Stress Desig n Fb-Tension 975.0 psi E:Modulus of Flasficily Fb-Compr 975.Q psi Ebend-xx 1,500.0 ksi Load Combination 2�06 I BC&ASCE 7-05 Fc-Prll 1,350.d psi Eminbend-xx 55�.0 ksi Fc-Perp 405.0 psi Woad Species : Nem Fir Fy 150.Q psi Wood Grade ;No.1 Ft 625.0 psi Density 27,70pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling _ __, I � i D 0.015 �(0.091) � D 0.0067 � �� � 3�rt �Ss- �Y a � ✓ra ...•.Gl,Arr.Yy�__r't�I t.r;�. j .- ;� � ?j, .:.a 3 +c '..: i ���.4 Yu s;};.S�. r,_.�r1£+'�;c'..,:;- ,.. •''�'g�..�i.�:..<,r .:...a. ,,,k�-- � � � �] G i ' 'n ,£,'^t�+ { .t� S.. ' 2'ZXV `/ Z—LXV i �\. .> ,� Span_4.5a ft Span=14.0 ft 1 i � ; _ . .. . ......_._......_._..----......__.._.. !...------__.---._.............. ... ........-----_.__...._.. ...... .. _.... , . . . .....:::.:::::>. :..:.. : ,::::.:. .•....:;::: : . ..:..:.:. . ' Service loads entered.Load�actors will.be applied for.ca{culahons _ ,. ... :�Apptied.Loa s_:__:_ ..._._ , .... _................_.._.......---... Load for Span Number 1 Uniform Load: D=0.00670 klft, Tributary Width=1.0 fl l.oad for Span Number 2 Uniform Load: D=0.0150 k/ft, Tributary Width=1.0 f� Point Load: D=0.0910 k an,4.50 ff �_ � �6 .......................:. ..... u ,.:. 92 1 _ _ `.;AESIGN:3UMMARY:::::<::':::::':::::::':.:...�:.•:.:.;:>.>::_;�.:'^____._..----.._.__._.._.........._....___.-------_ ---�--- 0.351: 1 Maximum Shear Stress Ratio = p•� � 'Maximum Bending Stress Rafio = Section ased for this span 2-2x6 Section used for ihis span 2-2X6 _ 13.80 s's i fb:Actual = 445.39 psi fu:Actua( = p �v:Allowable 150.00 psi FB:Ailowable 1,267.50 psi � Load Combination +D Load Combination _ �q,q00ft Location of maximum on span = 14.QOOft Location of maximum on span _ Span#1 Span�where maximum occurs = 5pan#� Span#where maximum occurs Maximum Deflection Ratio= 0<240 Max Downward L+Lr+S Qefifection 0.000 �n Ratio= 0 <240 Max Upward L+Lr+S Deflection 0.000 in Max Downward Total Def[ect+on 0.328 in Ratio= 328 i Nlax Upward Tolal Deflection -0.109 in Ratio= 1548 � i � _.-_------------...............---- ---..._......... ._-.......................:,.,,.,,... ,::::.:.::..... ........:.:.:.:...:....:: :.::::.:::...... ................:......:................... _....__---....__...._ ...........----_._ _._. Qverall;Maximu[n;Deftec#+ons;:-;Unfactored:Loads.:;::::;;.::`: :::::".:!>_._._.........___.__ Max.°+��eil Location in Span Load Combination Span Max,="Qe0 Location in Span Load Combination _____.___ --.._...._. -- ........------...-- ----..........._......_......_.__._-�---------_.,_...--•----- -• -6.10$5 9.046 .._..._......._.._.._,.._.... 1 Q.0000 0.060 �Y D Only 2 0.3283 A.500 Q.0000 9.D46 , ...;,,�:.,,:..._:.:::; :.::,,..:.:.>.:.. .: OCB{�:.:<.:;`.r :.::::::_:`f:.:;:?::;;.i.<::>r;.i:.''.:'.'.; Support notation:Par left is#1 Values in K1P5 :::YarEjcal Re�ct�ons-:;Unfact............::.. : ... ..... . ._:.. . . _._...............__..__ _.__.....---._......._._. __.._......�.......__._--....---- ;..;..:.,:.._.................... Load Combinaiion Support 1 Support 2 5uppori 3 ---------------- _......................_...._---�-- -----.._..._.._.._....._.., ._.__..___._...._....._.._........___...0.007 _ 0.245 Overail MAXimum D Oniy O.OQ7 0.245 Anderson-Peylon TiOe: Job# Structurai Engineers Dsgnr: Project Desc.: Project Notes: • T._._.....---------------.-._--.:_.__,_.._..:..,.,:.,,,�.:.,_,.,_.....---- - ,. ,-.....:.:... ................... ,..,..:::;:.:::.:,::::::,: .........:............:::.....:..:::.::.:::::.:.:::::.::>::�•:::;:::,.;:.:;::.::•....,.:......... , . . ......:,................... --- - «n.e: r • :.: , . ............... .........::. - -- - .:.:::.:.................. ,.. ,..:........ .....:.:Fle:':120D7107; Y im. ;: ,.. ::..::..:.::.:,.:;::..::.:;::::::::s`:;;<:;.:,;:;::;::r::,...,........ . 238.e ;..:-r,.:.., ... ............... .:....... . .........:..:::.::.:::::c.>,:::,:,:,;::•r;::::::;:':r:,:::;-..l... .. ...... . . .. Creek. nts`.C�'�:SE81E2ecBui: .......:...:....:..:...........:..:.::.....:.P.,::,..:.:: :.:..:.::....::.:.:.;.....:.aP�..,.{.... ..).. k1�o°liooi.tieams:=`.i,....:rectik'. ;,;,...:;>.:.::>.,::;::.;:,;,::::.:.,.::.>,,,.::-.,:;>;.,. ,.,,...:.: 1Nood.Co1 n . ... . . .. . . .... .:.......:........:... :::.,.,...:... um . . .. ... ... . .. .... ..... ......_.::..:::,.......,.. ,.s�s:�<, .. ..... .. . . .. .. . . ........ .... . . ,.:..:.:�:.:.::.:.:::::;.:.:......:::...:.::..::.::.;:::.:,.;_,;;:•.,,_:::.,::.:�::::.:::..,,:....::9., ... .. ... .................:...........�........ .. ,..........,..............:,.....:,............. ,,.:,.. - ........�.......:............:....:..::...........................::�.>.:.,......:..:..:....,..:..,:. :.::..:;..>:,..:•,... •:;;•:::,:.:::•.. :.:..:..::..... .:...: . .;::_.....,.;,.,...:.,:.:...<: ,., ,.....: _ ,..�:,;;::.;,:::.,.:....,.....,::;:;.::.>..: ,.,., ,._...........:..;..:.:.,>:.:;,.:. , , .. ,..:......:::..:.ENERCACC;:INC'.?:1983=2Q10;;Ver:�6:0:22?;:;?. .. .....:.. ... .. � ...... ,.. 1 �� s,r;; `6 � a C Description: Typ 7all Wall General information __......._._........._..................__.___._----- -..-M.._..._...._......_..,.....----.-.- �ode Ref: 2406 IBC,ANSI/AF&PA�tDS-2005 - - - - __..... ..-----�..._.____._..---- Analysis Method: Ailowable Stress Design Wood Section Name 2-2x6 End Fixities Top& Bottom Pinned Woad GradinglManuf. Graded Lumber Overall Column Height 14.0 (( Wood Member Type Sawn (Used for r,on-slender calculatia�s) Exaet Width �n Waod Species Hem Fir 3,Q � Ailowable Siress Modification Factors Exaci Dapth �,�(} in Cf or Cv for Bendin 1.30 Wood Grade No.1 9 Fb-Tension 975.0 psi Fv 150.0 psi Area 16.50 in^2 Cf or Cv for Compression 1.10 Ix 41.594 in"4 Cf or Cv for Tensfon 1_30 Fb-Compr 975.0 psi Fi 625.0 psi �y 12.375 in^4 Cm:Wet Use Factor 1.0 Fc-Prll 1,350.0 psi Density 27.70 pcf Ct:Temperature Factor 1.0 Fc-Perp 405.0 psi Cfu:Fiat Use Factor 1.0 E:Modulus of Elasticily... x-x Bending y-y Bending Axial Kf:BuiEt-up coiumns 1.0 r•tos�53 z Basic 1,5Q0.0 1,500.0 1,50Q.0 ksi Use Cr:Repetitive? Yes 1�,�:�-����;��y! A+linimum 550.0 550.0 Brace condition for defleciion(buckling)along columns: Load Combination 20(�6 I BC &ASCE 7-05 X-X(widlh)axis:Fulky braced against buckling along X-X Axis Y-Y(depth)axis:Fully braced against buckling along Y-Y Axis Applied Loads Service loads entered. Load Factors will be applied for calculations. - ---..___....__- ------�....._.._.�............................._...... ----- ---......_.._......................_._... ----- �----- _._ Column self weiqht included:44.�35 Ibs*Dead Load Facfor AXIAL LOADS... Axial Load at 14.0 ft, D=0.5720,S=0.6990 k BENDING LOADS... Moment actinq about X-X axis,W=Q.5610 k-ft DESlGN SUMMARY --------............................_----._.............,_.._-------_........----�--------...__..._..... Bending&Shear Check Results PASS Max.Axi8l+Bending Stress Ra�io = 0.3039:1 Maximum SERVICE Laterat Load Reactions.. Load Combination +p+t�t/+H Top along Y-Y 0.04007 k Battom along Y-Y 0.04�07 k Governing NDS Formla Comp + Mxx, NDS Eq.3.9-3 Top along X-X O.p k Boflom along X-X 0.0 k Location of max.aboue base �3.9��� Maximum SERVICE Load Lateral De(lections... At maximum location values are... Along Y-Y 0,1979 in at 8.175 ft above base Applied Axial 0.6164 k for load combination: W�nly Applied Mx a•5572 k"�t Along X-X 0.0 in at 0.0 ft above base Applied My 0.0 k-ft Fc:Allawable 1,4$5.0 psi (or load combination:nla Other Factors used to calcu[ate allowable stresses... PASS Maximum Shear Siress Ralio= 0.01619:9 eendinq Comoression Tension Load Combination +pa-W+� Cf or Cv:Size based factors 1.30Q 1.900 Location of max.above base 14.0 n Applied Design Shear 2,42g psi Aliowable Shear 150.Q psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios � � Laad Cambination __._______________ Stress Ratio Status _Location 5tress Ratio Slatus Location _.._.._. - -- __.�. .....----- -_......_..___.------�--�-- +D 0.02516 PASS O.Oft 0.0 PASS �4.0 ft �D+S+H 0.05369 PASS 4.0 ft 0.� PASS 94.0 t( +D+0.75QL+0.750S+H 0.04665 PASS O.p ft D.0 PASS 14.0 ft +D+W+H 0,3039 PASS 13.906 ft 0.01619 PASS 14.0 ft +D+0.754Lr+0.750L+0.750W+H Q.2289 PASS 13.906 ft 0.01214 PASS 14.0 ft +D+0.750L+0.750S+0.750W+H 0.2296 PRSS 13.906 f# 0.01214 PASS 14.Q fi +Q-E0.75QL�-0.75dS+0.5250E+H Q.04655 PASS �.0 fi 0.0 PASS 94.Q ft +0.60D+W+� 0.3035 PASS 13.9Q6 ft d.01639 PASS 14.0 ft ,,;.::..:............ ......:........ . .. . ..... 11�3XltriUfit:f��8Ctt4riS'r.:Ull�dCtOE@d ;:.: Note:Only non-zero reactions are listed. - ---- ---- --....-----._._. --•---- ..._.._._._.._ .........._.�_ _ X-X Axis Reaction Y-Y Axis Reaction Load Combination @ Base a�Top @ Base @ Top ....-------- ------------ QOnly ..................__,_....------------.._._..... Hnaerson-reyton I iUe: Job# �tructural Engineers Dsgnr: Project Desc.: - Project Notes: Pnnle6.1�JUL 2610.71 A"sH`.f -°----�— . ...'---s—�._..�._^_-T-._....�.,.. ........-c:...—.:.-,—...::....:..:..— .--T"-'..—.— --.--......._..:..........._..._---.-----.---:.-.__,.__.,�.-:-__.� .,.., ts G,.SEB1RecBuikltP WooR:lieatns:�:Irelr!!.te�bld9:ecti`:::; �___.,...:���.:,-.,.—.,-.:..^_..-�-..,.--...--:,-�:::.:::,::>.-:.;:;.:,r:.::.::...:::::-::::::::;::.:,::,;,.:.:: ;::.:` YelmCreskA rtmen .C..... ..}...............9..::..................,...:..:..:.:.:, ......,..:. >.:..:,>.,....:..................,::::..::. ..�:.,:,....:::::.....,.........;...,,......:............;::.:.....:..:...:..:.:-,:..,::.,......,.::.�ife.p.12007107.236,:.. :.:.,,...::..:Aa::.......:......�,...,:::.:.:.......:.: .. .:..... :. ....... ................�..:.:,..:.:..........,,::.>...>.:..:,...:..:...,::�:.:: ............ ..........:.:::.:::<;::.:...,.,. ..........:.::...::.,...............,.............,.>::.._...:,:::::;::.:::.:;::..:-;-::.:.,;.....,:..:,.:...........::..:,:..::,:;:�...:::;::::;,::;�:.::::>:::>.,::;;,.:.:;::�:;: ; ;.. ..;;.::.:,;:..::..:...>:....::....:.:...::::.........::...::.....:..::....:::..:.:.�:..,;:.............;:...:................... : ..>,.;,..:..::,::�........:.....:...,...,...:..::,::....:.;,......,.,...,,:........:...........;,.....::.....:. .. .................::;. :W.o.p d.:.0 o!u m n..:..::::..::..::... .. ...:..,... ......:....::................:...:,::.::,:.:.::.:.....:........,.....::.... ...::.:::..:...:.:::•:.:. ..:.:..::.....:..................... ......:...:. ...::..... . ....... ...:..:.:..::.:...:.:: :..:.:.:::::..:,.::.:... : , .: . . ..... .:......:..............:. . , . . � . , , e. :...................:...:. .... �.��. . Descriplion: i'Yp Tall Wal1 ;.:...::.. ..:......;...:.:............:.:....:..::........,... .... . Note:Only non-zero reactions are iste . ,. __.._..—_........... __....... .._...._......._._...---.°°— Maximum:ReacEions:�;Unfactored':.;.:.�`;';:`:::;:�_:::_�--`-_-_...._......_._ -----.__.__...,...--- �"'�""'—�—"� X-X Axis Reaction Y-Y Axis Reaction Load Combinatian @ Base @ Top @ Base @ Top ----- ----..__._....._._......._ �S Only -p.040 -O.a46 W Only p+5 p}W -0.040 -0.040 Maximum Qeffections far Laad Combinations -Unfactored Loeds __._....__---- ...__—._............._..---------.....�.-------_.---._....__._------...._. ._..__..__._........._.....___._.._ _._...................-.__..------ _..___.. Load Combination Max.X-X De(lection Distance Max.Y-Y Deflection Distance ___ ._,___,,__..___,_,,,,,,,. ---._._._.........--.— --__._.---....--- ....._..._..__. _........_... - ----------°° 0.000 in 0,60 ft D Only 0.0000 in 0.000#i 5 Oniy 0.00�0 in 0.000 ft 0.000 in 6.000 ft W Qnly 0.0000 in 0.000 Ei 0,197 in 8.174 ft p+g 0.0000 in O.ODD fl 0.000 in 0.000 ft p+W �.0000 in 0.000 ft 0,197 in 8,174 ft ... .. ................:.......:...:.:......,,.,...:.:::::..:.. .....:.:.:.....;;. .;.,:....:: Sk@tChe5;: : ..:: ; `` Y NT�i�Loads i_�._.._., � §.`fi°� � �:.� I I7��.� 3 � t�. _ � f qP''_,C°n s t�"�'��, i'��. :.�y ��f'���4� {+�y.sy� �,�i :) �r`�.�,�Ls���o z.+��� -']$ r�,���>�,yff R��,���,i 7 5���£'.�.�C�tr���1 � - 'i$'{.i�J�i r��'r-uc i f }ai���`"dt �`,��� o{{ i !?���n}t,.��,�.R'F,},�� Q I �#i rF���X ��fj+s�u��r It �� ,.� ..5� 9�� 2� �1s� � ji �K:�i�'�<;?{��f ra,� � : ✓(1�;�1'�'sSkXt i.'ii�f,��v? ' I ;`r'}r� '�3� ,�,v'zx_ �. ;r��,r<,,:;,_�^i:;,l?..,-fz.. � , :.>�.,...,.: ,;., E-_-_. <;..,:.:.,...:o:,,,.,... ;:; ....2.2z6 � � e. I � I I � `< I�.__._._ ----. Loads are total entered value Arrows tlo not re0ect 2bsolute directior. ;o�� Anderson-Peyton Tille: Job# Struclural Engineers Dsgnr: Project Desc.: � Project Notes: -----...�.,.,.._.„._,:---.- -_....___..._._._,_......,---.-----.,...,_,.._.,_..._.,._..__..,Y_---- - inted:i9JUL20?G.15:i;k+F,4 ;;::::.::>::::::::...;.::.:>::.:::::::::::....;:.:,.,;.:..::..:::.:::,.:..::...:.::.:::::,:.....,:::...:::..:,.:..:::..::::..:,..-:.....:.;::::.:-:..,.;: ...,:, --. .�_.......... ---,_.., , . .... ., � -:,., : -:.:..,..::.,. ;..:....,:.......;,...::,::.,:'...:..:.i :�:;:'.;::::;;::;:,?:.:,:'::zd:::'::r;;z>'?:;::'>:::::;:s:•�.: .: ......:....-�- - ,...........:.......... .................,:....:...:.:<.....:;:..:.....:;.;Fle:p,120Q740Z;236 YeJm G�eek;...rtments.CG`;=;SEB 1f2ec.Build''Inoof tieerns�:,,Im rec tild ;>: ;; ;. . ,.... ... ... (....::...:...):.<..,...,....:.:�!9:.:.,.:.t::....:...::�Ye-.:,.:>..:.9,ec:fi:,::: D :::.:::::.:.:: : .: .........>.,;..::::.,..:.:::::::.::-:.;:>:.::::>:.::;::::::::;:::::::::-;:::,:<.:,:::.:,:,:::.::::.<:::::::<:;<:_:;::,>:,:;::,:::,...:.. ,:Wood..Beam: es� n...... .:...::..::.:::.:;,.:..:.... . .. ......:.:,>:.::.;..:::.:.>.::.:.:::.::::.::.,.:.,...:...:,..::. ......:...;:.:::::�:�.... .:......:...::.......... .::.:.....:,..:.....:. .. .. ..._................ ......:...........:........ ......................:......................... ��:::.:..:_...:.:..::..:::.:::;:.,.:.::::. ............................................:...,...:.,,.:....:.:.. .. .. , ....:ENER. :.:;' ,.......::...,.,.....:..::.:.:::�;::.;:;;:::::;,:,:�.::.:.:.>;:.:::.::.::,.:,::;::;;,:<::,�;:;:::e,;:•;;::;.:::r:;,::;:<::::.:; CAl-G�.ING:i1983=2Q16:iVec.fi:0;�2;';: .. .:.........:......... �•��' � � 0 i 6 0 Description: End Tall Wall(Interior Press} Mat@i'IaI PCO�?EF'tIES Cafculations per!BG 2006,C8C 2U07,2005 NDS _ __._�. __.........._._------- --.......................------------.......-°..__-..._._ Analysis Method: Allowable Stress Design Fb-Tension �7�•�psi E':Modulus of Elasticify^�� Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 975.0 psi Ebend-xx 1,500.Oksi Fc-Prli 1,350.0 psi Eminbend-xx 550.0 ksi Wood Species : Hem Fir Fc-Perp 405.0 psi Wood Grade ;No.1 Fv 150.0 psi Fi 625.Opsi Density 27.70pcf 6eam Bracing : Beam is Fuily Braced against laieral-torsion buckling : - - - .. . . _._... . . .._.... .---------...__......... ...._..._._._._.... ..._----...... _--...---- --------___._..., I D(0,0067) D{0.015} � ;��-��3�; e ;" 1 � .:.-f tc - i � y f7 �.�{�' c.:. y�t '. ���.� :.�: � ..J.M�y. .�y� \t t�;.-7. r T '{� iv - .: _ _ ,l`, . _ �, T.., / ! F'� - 1 �i�I, 1" I }'� � � 'fi4���A^ ./'fr�: 1 l� 2-2x6 �� 2-2x6 - I Span= 12.�ft Span=6.54 ft j I ; i __._-----------.._ ._.._.._.._..----- ----.__ ................. . .. . ' __... . -- .-- _.__._... . ' ' Service loads eniered.Load Factors wili b :':'�1pp�l@d.L;01dS.:::::;::r:.`,:.;:?;'';.:(:.;;`::::-::`::::.`::;':.;;.::;`:::':::` .':i: e applied for calculations. _ __....-._................._............_.,_.._.._.....�----------_....,.._._..____.. _..__..................----- ..---- ._....__.__ _..._-._._ ....----- Loatl for Span Number 1 Uniform Load: D=0.00670 k/ft, Tribulary Witlth=1.0 fl Load for Span Number 2 Uniform Load: D=0.015�klft,Extenl=O.Q--»3.0 f(, Tribufary Width=1.0 fi Point Load: D=0.0390 k(a�4.50 ft Unifarm Load: D=0.01530 ktft,Extent=3.0--»6.50 fl; Tribulary Widih=1,0 f! .......................:.................:..:..... .:.................. ...... .:. ::.:......: ..:.. •:.:DESIGNSUMMAR!!:;<`r::::.:;,::::::::>;';:::..:.:..::: :::.:.:::::,::;:.::::::;> a- . a ----- ----_.._..__---.._.---- �----.. .._..... _. .__�__---- Maximum Bending Stress FZatio = 0.289: 1 Maximum Shear Stress Ratio - 0.074 : 1 Section used for this span z.2Xg Section used for this span 2_7Xg fb:Actual = 366.04 psi fv:Actual = 11.16 psi FB:Aliowabte - 1,287.50psi Fv:Allowable = 15Q.00 psi Load Combinatian +D Load Gombination +p Location of maximum on span = 12.00Oft Location of maximum on span = 12.000 ft ; Span#where maximum occurs = Span#1 Span#where maximum occurs - Span#1 � Maximum Deflection I Max Downward L+Lr+5 Deflection o.00a �n Ratio= 0<�40 ` Max Upward L+Lr+S Deflection O.QQO in Ratio= 0 <24Q � Max Downward'iofal Deflection 0.382 In Ratio= 4pg ; Max Upward Total Deflection -0.071 in �ax�o= 2028 i � �---------------.. _.__ _. _ ___. .. - - - _ _ _ i - -------- ----_ . __________--.--- _._. _ ----- -- . ::. ._ . ----__ _---------------- _----._ ;..Oyeralf:Mazimum;Deflec#ions�.;Unfactored:LoadS.:';;.`:°:::,:>:::;`:::::::�:;;::;.: ----- �------- -------___..__._.._..._ ._.......................------------..._ _.__...�__ .....___----- Load Combination 5pan t�iax.""�efl Location in Span Load Combination Max."+"aefl Location in Span ._.__........_..............- -----...._.._------- -----._._._..._._...__..,__ ..._.....,......- ------..._-------__......._._.__ _._...._....__.._. ...__...... 1 0.0000 0.000 D Only -0.0770 7.662 D Only 2 0.3825 6.500 O.OQ00 7.662 ,........>::......:::::.:.....:::::....::.....,.,..:,.,..::.::.. :::::....,.:...:.::...::.:.,.•. ....,....,.... `;;.VBI'tlCaliR@aCfI0I1S;�rUi1f�C�0.t'BCI;;:!>:;;::?::;'.:::;.',.:;r.;;::'::;';s;;;:.:'::;:.:.i Supporl notation:Far left is#1 Values in KIPS .._...._..---•----- ..................----......___... _.............- ..__......_---- Load Combination Support 1 Support 2 Support 3 _...._._.._-•-- --_._...._--•------..__------._._....--�-----...._...._..------ Overall MAXimum ------.__.._..........._....._.._ 0,002 ---- 0.208 ...............----_- d Only 0.002 0.208 Title: Jab# Anderson-Peyton psgnr: Structural Engineers pro}ect Desc.: � Project Notes: Pnrted:f�JUL 2010,t 7:12h'.i _.___: -- _-. ..-..T-�:.-:.,.-r_...� --. ---- -��,---.-°_-,;-:-,.:.---r.-.-.-.-:-:.-.-,.-,<.:-;s:�;r:.-r.t-?--.--;--.:.<.+: . , k ifnients`�CG`=:SEB 1Rea BaiklingVV�:b;e.?�;=sYelm;,,.,;bklg:ec6i!;: ___...._,..,.. .....•....,...:...,-,-�............::...;...::..:.:,...:..,..,....,.,,.:..:........:....:...:.;....:::•.,:>:,:.;:::.:,,;•.::.Fle. .1200Zi�7-238YeIm.Cree...?P�..:....._,�..,,..>:.......:.>....:........:. ,...,......:- P.........:...<.,.:.:::,.:;..::..,...:.:;.,....::....,.:.,...,..,.....::.....: . ... ,.........:.:.:......::.....:;::::;:::: :... ...,::,.:::;:.,,:::::::::;::.:,:;.:;:::.::r:>.:.:............... ,: r.. .22<:;> ..:.. ,.................. , ......... „ . .............�.�... .......,...�.:;:�::,;.,..;;::a::i�:?:�::5:i:,�::;:2:.:i.:r:,;,.:.:•...:;,..,.,.,..; . _ . .: � ... ...... ...:.:::�:�:�.:,�:�::.:::.�:�.:::'..+,:...� . .. .. . .:�........:................:�...:, .......;...:..,.;r::�:,::+::�::+.::.....�:. . .. .,.�.........:..:.. �..:.,,.�,._.:::.,:•.�. .. .. .. .....................::....:�..,.::..:......,::..... ..........,....,,. . .��:�:,;;'�:':��:�:�,':';;:':'::�:;:;`:::.::.'::::::.::.:.+`. ::..`.,;::�:.::�.�.;.:�:...:.: Wootl::Beam:; ..es�g.n:::.::::;;:,:::;:::>::::::.::.::::.:.:::::.:::....�;:-�::::;:::;.:::::;:::::. :..:.::.::,,:::�,.:::::�,::.:::::..:........ .. e � e. a.. .:...:�.;.�..�,....... Descripiion: End Tali Wall(No Interior Press) Material Properties Calcutations per 1BC 2046,GBC 2007,20U5 ND5 ------..............._....._----...---------.....__......._...__-.-._.- ..._ ._.__. _,._W Analysis Method: Aliowable Stress Design Fb-Tension 975.0 psi E:Modulus of Elasfrcity Load Combinalion 2006 IBC&ASCE 7-05 Fb-Compr 975.�psi Ebend-xx 1,500.Oksi Fc-Prll 1,35Q.0 psi Eminbend-xx 550.Oksi Fc-Perp 405.0 psi Waod Species : Hem Fir F� 150.0 psi Wood Grade :�n•'� Ft 625.0 psi Density 27.70pcf Beam Bracing : Beam is Fu11y Braced against lateral-torsion buckiing __ __ .... D�Q.015) � t6I(�$�3)� � �. : �3 x t� �,k t" �'.� � - �z� y �� �:r r J fi� rfs -`�-i c�5`�.r.. `�.�;7 ', ...: �.:.�. .„ .;.:� ... .a.".-:... .r... �tS,. - . <} Y2�2x6 r .� � i�� 2-2x6 , �'-• Span =6.50 ft � Span = 12.0 ft ; � __._._. ._...........__ .._ ....._ ._.... ........_.._..----..... ...__-------.. ........... �.._....__._..._._........ .. . .. ._....... _...--.._.._.__. ._...... - " "' ' Service loads entered.Load Factors wilf be applied for calcuiatians. ,...,..,.......................,................:..::::,..::.:. . .... . . ......__. _�........_---.___ ;::A_plied:Loads`::.:.:':::::.::::::..::`.:;::.:::.::.:::::::::;::.;;;;' :.::.:,;.`;'.:;_;':.': __.__._............................�----- .._.._ �Load for Span Number 2 Uniform Load: D=0.0150 kift,Extent=0.0--»3.0 ft: Tributary Width=1.0 f� Po'rnt Load; D=O.Q310 k(a�4.50 f1 Uniform Load: D=0.01530 klft,Extent=3A-»6.50 ft, Tribufary Width=1.0 f� � � o ...... ..............................: .: :...:. :::: ...;::•:;:...;:..:.. :. __..__:.......___ , " DESIGN:SUMMARY::;::.:;::t::::.::::::::::.:....::.::.:::.::.::.::::::.:.::::::::.>.--._._..........._..._.._....-- ---.._._._. _..._._.. 0.074 : 1 ; �Maximum Bending Stress Ratio = 0.289: 1 Maximum Shear Stress Ratio ° Z_Zx6 Section used for this span 2-2X6 Section used for this span _ 368.04 si fv:Actual _ 11.16 psi fb:Actual = p Fv:Allowable = 15Q.00 p&i � FB:Allowable = 1,267.50psi +D � +p Load Combination u Loatl Combination 12.00Oft ! Location of maximum on span = 12,ODOft Locaiion of maximum on span Span#1 Span#where maximum occurs = Span#1 Span#where ma�imum occurs iMaximum Deflection � Max Downward L+Lr+S Deflection O.Q00 in aatio= 0<240 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<240 � Max Downward Total Deflection 0.469 in Ratio= 332 Max Upward Totai Deflection -0.119 in Ratio= 1207 _..._,_---------...._......,.- ----------------- ,,..,.,;....:..:.....:: .:::.:-:;::::.::.;;.....:...;::...:::.,:;:..,:.,::....;..:;:::.;::.;:,.:.:,,::::::<;: _....__. ..._..._._..-- ;,.Oyerall�Maximum Defleetions,..-:;U.nfactored.:Loa s<;:::;?;t;.:;;;;:..:;;::::::::.:: ____.._..._._.....___..,-.-----.-_...._.--•.._ Max."+"Detl Location in Span Load Combination Span Max."-"Defl Location in Span Load Combination _ �____ -------------......_ ---__..._....._._._ -..............._.._...._.._�_---_�__ -____._.__.._.�..__---- -0.1192 7.015 •.•••....._•_----..-__._ } O.OD00 0.000 DOny D Only p 0,4693 6.500 O.00QO 7.015 .... .....:::......... .................:. ...:.........:........:...::..:::::..`::::.:::i: �`;:.'..s.::.:'_:' Supporl notation:far lefi is#1 Values in KIPS ---........,..._ . . ... Vert+cai:Reactions=;Uniactored::.::.:::::: ::::::::::::::::::::>:>:::<:.^,;::::: ..�__ ___..__...._._..__.___.�_..�_....__-._....._..___ Load Combination Support 1 Supporl 2 Support 3 --_•_••...--........••_----•- .. _ ----............_----__._._.._------ . ---._._.._.............__..._........._....._0.038...___....._. _ 0.168 Overall MAXimum D Only -0.038 Q.1fi8 PROJECT'YELM CREEK REC BLDG SHEET JOB#:07.236 DATE:7119/20�0 NAME:GDS . STUD WALL DESIGN Brng Qa A,B,�,n�,N, 2005 NDS720061BC L�-- wau [ N VAL P=1627# Pp�(#/ft)=611 Fb= 675 psi e=0.00 in Ps�(#/ft)� 1016 F�= 150 psi P��,(#/ft)=0 F�= 800 psi PzOF(#/ft)= 1627 F�,.= 405 psi e(!N)=0 E= 1.2dE+06 psi 9 TRIB.(1N)= 12 L�= 1 (Repetitive Member) ft W=22 P�.F CyF= 1 (Table 4a Bending) E=5 PLF C�F= 1 (Table 4a Compression) W(PSF)=22.00 1 Laterally eraced .� E(PSF)=5.00 Kce= 0.3(Visuaily Graded Lumber TRIB. (IN)= 12 Ke= 1 (Appendix G) H�n Fir v I Stud Grade � c= 0,8{Sawn Lumber) �_r._.�..._----._�_............. ....._. 4 (1)2"X 6" @ 12"O.C. OK send�Fl9 x-x aXts .�j Cb- 7 (Bearing Area Factor) MEMSER SIZE SECTION PROPERT[ES QUANITY 1 A= 8.25 in2 b= 1.5 in S= 7.56 in� d= 5.5 in I = 20.80 in4 E . 16-8 E . 16-9 E . 16-10 E . 16-10 E . 16-10 LOAD CASES DL+LL QL+LL+gL DL+LL+SL+W DL+LL+SL+E aL+LL+SL+5psf Le(ft)= 9 9 9 9 9 Vapplied���' � 0 99 23 23 MaPPlied�ft-��- O 0 240 55 55 F'app�ied�#)= 611 1627 1627 1627 1627 Co= 1 1.15 �.6 1.6 1.6 AXIAL STESS CALCS Le/d= 19.64 19.64 19.64 19.64 19.64 (3.7.1.R) <50 F�'(psi)= $pp 920 1280 9280 1280 (Eq 3.7-1) F�E(psi)� 934 934 934 934 934 (Eq 3.7-1} CP= �.741541671 0.696045033 0.574380558 0.574380558 0.574380558 (Eq 3.7-i) F���PS�)= 593 640 735 735 735 (7ab1e4.3.1) ALLOWAB�ES DL+LL DL+LL+SL DL+LL+SL+W DL+LL+SL+E pL+LL+SL+5psf Vaitow{�)= 825 949 9 320 1320 1320 Vai;�„=A'F.,`Cp/1.5 Mai;ow�ft-#}= 425 489 681 681 681 M�;;o,:=S'Fb"Cp'CF.C;,xC �'a�tow�#)= 4894 5283 6065 6065 6065 �aucw=A`F�'Co�CF x f�lF�')Z+f�/(Fe(1-{t�/F�E)= 0.02 0.09 0.52 0.17 Q.17 (Eq3_9-3) Pcta�[ow(#)= 3341 3341 3341 3341 3341 �cta�aw-A°Fc*Cb Def(ection Ratia NA NA LI830 U3652 L/3652 u(I*E /15^�"Mz�,,e;? 240 OK OK OK QK QK MIN o.00 0.00 0.93 0.03 0.03 Actual Delia CHECKS DL+LL DL+LL+SL DL+�L+SL+W DL+LL+SL+E E7L+LL+SL+5psf SHE4R V QK OK OK OK OK VaPPfiedNallow 0.0% 0.0% 7.5% 1.7% 1.7% MOMENT M OK OK OK OK OK Mapplied�Maltow 0,0% 0.0% 35.3% 8.0% 8.0°fo AXIAL P OK OK pK OK OK Pappred�F'at�ow 12.5°/a 30.8°/o 26.8% 26.$% 26.8% (f�tF�')Z+f�/(Eb(1-{f�/F��) OK OK QK OK OK (fo�F�) +fa�(Fe(�-(fdF��? 1.6% 9.5% 52.0% 17.4% 17.4% AXfAL P, OK OK OK OK OK P�"$APIie�Pcianow 18.3% 48.7% 48.7% 48.7% 48.7°!0 DEFLECTION OK QK OK OK QK dactua���a��owed 0.0% 0.0% 28.9% 6.6% 6.6% 31620 23rd Ave S.,Suite 321 ANDEI2SON-PEYTON (253)949-9929 Federal Way,WA 98003 Siructural Engineering Consultan(s (253}941-9939 FAX PROJECT�YELM CREEK REC BLDG SHEET DATE:7/19I2010 J(�B#:07238 NAME:GDS STUD WALL DESIGN Brng @ G.T.,o,R 2005 NDS/2006IBC �;L a�� E I N VAL P=1695# Po�(#/ft)=672 Fb= 675 psi e=0.00 in Ps�(#/ft)= 1023 F„= 150 psi PLL�#/ft�`O F�= 800 psi PTOT(#/ft)= 1695 ��, = 405 psi e{IN)=0 E= 1.2QE+06 psi 12 TRlB.(IN)= 12 C�= 1 {Repetitive Member) ff -,W=15 PLF � �%bF- 1 (Table 9a Bending) E=5 PLF t%cF - 1 iTable 4a Compression) - W{PSF)= 15.a0 - 1 Lalerally Braced s� E(PSF)= 5.00 Kce- 0.3(Visualiy Graded Lumber �'� TRIB.(IN}= 12 Ke' 1 {Appendix G) Hem Fir 'I SEud Grade "�' C= �.${SaWn Lumb6r) ---...__.---_�..-�-� (1) 2'�X 6" @ 12" O.G. OK Bending X-X axis ;�f Cb- 1 {Bearing Area Facior) MEMBER SlZE SEGTION PROPERTIES QUANITY 1 A= $.25 in2 L�= 1.5 in S= 7.56 in3 d� 5.5 in I= 20.80 in° E . 16-8 E . 16-9 E . 16-10 E . 16-10 E . 16-10 LOAD CASES DL+�L DL+LL+Sl DL+LL+SL+W DL+LL+SL+E DL+LL+Sl+5psf Le(ft)= 12 'f 2 12 12 12 Vapplied���- � � 90 30 30 MaPp�iea�ft�)= 0 0 310 103 103 PaPPlled�#�� 67Z 1695 1695 1695 1695 Cp= 1 1.15 1.6 1.6 1.6 AX(A�.STESS CALCS Le/d= 2fi.18 26.18 26.18 26.18 26.18 (3.7.1.4) <5� F�"(psi)= 800 920 1280 1280 1280 (Eq 3.7-1) Fce(psi)= 52b 525 525 525 525 (Eq 3.7-1} CP= 0.534047914 0.481443531 0.367566424 0.367566424 0.367568424 (Eq 3.7-1) F'�(psi)= 427 443 470 470 470 (Tabie 4.3.1) ALLOWABL.ES DL+LL DL+Lt+SL DL+LL+SL+W DL+LLfSL+E DL+LL+SL+Spsf va��ow�#)= 825 949 1320 132b 1320 Va�c«=A`F„*Co/t.5 Ma�tow tft-#)= A25 489 681 681 681 Mauc,w=S*Fb•Cb'CF.C�'C P (#)= 3525 3654 3882 3882 3882 Pa:!aa�=A'F���o`CF` auow f�/F�)2+f�l(Fe(7-(f�JF�E)= Q.04 0.22 0.94 0.44 0.44 (Eq 3.8-3) Pc!a��ow�#)= 3349 3341 3341 3341 3341 P�laiio•r,=A•Fc•C� Deflection Ratio NA NA L/514 L/1549 L/1541 u(i`E /��*�'M��;,�,) 240 OK OK OK OK OK MIN D.00 0,00 0.28 0.09 0.09 Actual Delta CHECKS DL+LL DL+!L+SL DL+LL+SL+W DL+LL+SL+E DL+LL+SL+5psf SHEAR V OK OK OK OK dK VaPPIiedNallow 0.0% 0.0% 6.8% 2.3% 2.3% MOMENT M OK OK OK OK OK Meaarea�Manaw 0.0% p.0% 45.5% 15,2% 15,2% AXIAL P OK aK OK OK OK Papv�sedf�'a�tow 19.1°/u 46.4% 43.7% 43.7% 43.7% (f�1F�)�+f�l(Fe(1-(fdF�E) OK OK OK OtC OK {f�lF�) +fyl(Fe(1-(f�1��Ej 3.6% 21.5% 93.8% 44.0% 44.0% AXIAL P� OK OfC OK OK aK P�"aPPlied�PcJ.allow 2�I.'�°�o 50.7% b0.7% 5Q.7% 50.7% DEFLECTION OK OK QK OK OK �actua���a��owed 0.0% 0.0% 46.7% 95.6% 15.6% 33620 23rd Ave S.,Suite 321 ANDERSON-PEYTON (253}941-9929 Federai Way,WA 98003 Structural Engineering Consuliants (253)941-9939 FAX PROJECT:YELM CREEK REC BLQG SHEET JOS#:07.238 t�ATE:7/19/20;0 NAME:GDS . STUD WALL DESIGN 8rng @ Q 2005 NDSI20061BC t%� wau I VALU� P=2200# Pa�(#!ft)=985 Fb= 675 psi e=0.00 in AS�(#Jft)= 1215 F„= 150 psi pLL�#Ift�=O F�= 8D0 psi Pro-r(#!ft)=2200 F�l= 405 psi e(IN)=0 E= 120E+06 psi 12 TRIB.(IN)= 12 C�= 1 (Repetitive Member) ft W=15 PLF GbF= 1 (Table aa Bending) �=5 P�-F �%cF- 1 (Table 4a Compression) W(PSF)= 15.00 1 Laterally Braced ;f E(PSF)= 5.00 K��= 0.3(Visualry Graded Lumber TRIB.(IN)� 12 Ke= 1 (AppendixG) r+em Fir �I stud erade �� c- 0.8(Sawn Lumber) .__._._.._.._._........�. ... ...........___ _ (2) 2"X 6" @ 12" O,C. OK Bending X-x azis ;�'I Cb- 1 {Bearing Area Factor} MEMBER SIZE SECTION PRUPERT(ES QUANITY 2 A= 16.50 inz b= 1,5 in S= 15.13 in3 d= 5.5 in I= 41.59 in4 E . 16-8 E . 16-9 E . 16-10 E . 16-9 0 E . 9 6-'f 0 LOAD CASES DL+LL �L+LL+SL DL+LL+SL+W OL+LL+SL+E DL+Ll+5Lt5psf Lm(fit)= 12 �2 12 12 12 vapptied�#�- O 0 90 30 30 N�aPaties�ft-#)= 0 0 296 99 99 PaPP�ied�#�= 985 220Q 2200 2200 2200 �o= 1 1.15 1.6 '1.6 1.6 AX[AL STESS CALCS LQ/d= 26.18 26.18 26.18 26.18 26.18 (3.7.1_4) <50 F�*(psi)= 800 920 9280 1280 1280 (Eq 3.7-1) F�E(psi}= 525 525 525 525 525 (Eq 3.7-1) CP= 0.534047914 0.481443531 0.367566424 0.367566424 0.367566424 (Eq 3.7-1) �'c(PS�)= 427 443 470 47� 470 (Ta61e 4_3.1) ALLOWABLES DL+LL DL+LL+SL DL+LL+SL+W DL+LL+SL+E pL+LL+SL+Spsf Va��ow�#)= 1650 1898 2640 26A0 2640 V2��n=A*F„'CD/1.S Ma��ow�ft-#)= 851 978 1361 1361 1361 Ma;�,;v=S*F�•Cp*CF.C�'C Pa��oV�(#}= 7049 7308 7763 7763 7763 Paaoa=A'F�"Cp�C�` f�/F�)2+f�/(Fo(1-((�/F«)= 0.02 OA9 0.37 Q.1$ Q.i 8 (Eq 3.9-3) E'c�a��ow(#)= 6fi83 6683 6683 6683 6683 Pc_a�i.w'A•Fc-Cb Deflection Rafio NA NA U1027 L/308� U3081 u(i'E /15•�•M,�F„Etl} 240 OK OK OK OK QK MIN D.00 0.00 0.14 0.05 0.05 Actual Delta CHECKS DL+LL Dl+LL+SL DL+LL+SL+W pL+LL+SL+E DL+�L+SL+Spsf SHEAR V OK OK OK OK QK Vapplied�a�iow d.0% 0.0% 3.4% 1.1°/a 1.1% MOMENi"M OK OK OK OK OK MaRp�ie�Ma��ow 0.0% 0.0% 21.7% 7.2% 7.2% AXIAL P OK OK �K OK OK paAPlied�Pa��ow 14,0% 30.1% 28.3°/o 28.3% 28.3% (f�lF�}�t fy!(F�(1-(f�lF_E) OK QK OK QK OK {f�lF�) +f�/(Fy(1-(fciF�E) 2.0% 9.1% 37.1% 17.7% 17.7% AXIAL P; OK OK OK OK OK �c"appiietl�PcJ.ailaw 14.7% 32_9% 32.9% 32.9% 32.9% DEFLECTION OK OK OK OK OK �actual�pat�owed 0.0% 0.0% 23.4% 7.$% 7,8% 31620 23rd Ave S.,Suite 321 ANDERSON-PEYTON (253)941-9929 Federai Way,WA 98003 Structural Engineering Consultanis (253)941-9939 FAX N � 't,� r----� _!__ � ���,r � ,J�� ��r•Qt � � f I - I I l� � . � � � i I � � � � � i � ; i � ! .�.� . � r �-- � � ' �1 � _ I � I r.�'. �, ,� ( � � .:.� C � o � { � ,� � � cr � � i � � � � � � � r J � � � � r � , � �. + E.; „ � � �� � � ,�. , � � fi -�-, �...� � I � � � �� � { � � � 1 I ►� (� � �- i � f, �, � �� � .-� I �..,�,¢ � , � � M� � � ' � � �' ` �� � �-�, � i i i � � � � � •� � ,..� , e .. ,,l.., � . � w -� .�. �� �°, � - �, � � g I � i t/'j ° _ ' 9 � �i " 1 .. • � � � � . � � �' � � � � i . 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'�C�'Z.-,�..-�Gtf�b � , .. . .. � , . 31G2p 23rd Aticrue Snurh, Suite 321, Pedera] ��'a,�. 1t�A 98(}0, � Yhone: (253} 941-942�) F.tx: (25i) g4I-�i�33� Scatt?e /Eastside (205; ?92-0940 Anderson-Peykon Title: Job# 5tructural Engineers Dsgnr: Project Desc.: Project Notes: , .__.,..:.�,:.:,,:..............--:---:---.�.�.-„-.--, _.... . ......_ ,. .. . ..:.:.........T:..,.,�._..,..�:-:-..-.:::::-::-::;::,-.-:�,-:-.,.:-:...-..,....___�:�„--,, ....��,:----�T...�,...:�.-.._.r ,,.,..:,... ...,....._:...........................:...... ... .... ..:............<:,.;:,.: -... - -- - ,: ..... ...:..:...............:...,..:,: ...:.,...,:::......:....:..,.,_....,.....:.:.:.,.......... ...,.. ,. .... ....:...............,...:...,........�::.:.:....:..::,.::::.::::::.,<•.:.:.,....:....._ ,.:_,.....,..:.,..:.;,:;,.::;,F ...::........:.... ,...,........::::::,: .. iie:: :1200ZiU7-238:.e m:.... �.., ,. ,;<,>.:.,::-;;.,.;,:;.. .....,;.,.:.::.::,:.,,.. , .:.. • ... ..P.... .... ... ..Y 7 . . a[�? ts:.GG.�tSEB iRea:Buiki'iri'lrooitieartis`=efm re�bld"''I'T .......::...... , •.:::. .:.::,. .....:.:...........:.:............... .:.....:.... ;,.:..,::.,..:..... ,-.:::;,:�-:,..:. .. ........... ».,.:: , ., , ..::...::..:..::::..:.::::::...:.::::..::.:>:,.::::.:..:::.::.,:-...:_... ..:,:,.:...:,..::.,..::,,.:,.,.:.;.:::.::.:.Y..:.:::::,.,:,.;.:>.:9.,::::,;::;.. o >Column.:.:..::.:..::..:�.:.... ,.:...,,..>: ::,.:;<.:....... ... , .:,.:. . ..........:.,..::�,,..,. Wo. d. ,...:..�....::... .:..:..:..:.:.:. ..:.::�.:;:.,........ .... ........:..::....:............:.....:.......:....>,.:.:.:...:..::..:.:�.:.:.::::::::::.::..:.:.:.....:::.,:.:.:.:...::,.:.:..,,:,....:....:..:..:..:..... : .. .:........:............. .. . . . .......:.:..:.: .:....:....:.:.......:..:...:...:.....::.....:.:....�.::.:.:..:..: ...:.........:.::..:.::... ;::,:<::::;<:�;.-�:;:>._:,�;;:.::;:;::�::;;<.;,:.::.;:.:;>,< ;..,_.� ;:.:.�,�:..:,:::...�,:,<,;;::>�:: . :..:.. .�:.:�.;:.:::;-:.>:;>;:;;:�:;,:.:-;..NERCAI'G::WG;;:1983�2010�;Uei;;6:0:22,'`;:: . ,.. >.::.:....:. ,................ r.�t• o e o e Descriplion: Knee Brace typlmax General Infarmation Code Ref: 2006 IBC,AhlSi I AF&PA NDS-20p5 �._____....-__...___.. -_..._..___.._.................__.__.---- ----_..._..............,_.._----.._ __............__._.�..._.._-.-- -._..._.._._.. ._._.._-.._._ Analysis Meihotl: Allowable Stress Design Wood Section Name 4x6 End Fixilies Top&Botiom Pinned Wood GradinglManuf. Graded Lumber Overail Column Heigh4 8.0 fi Wood Member Type Sawn (useo for nor,-s!ender caiculat�ons} Exact Width 3.50 �n Aliowable 5lress Modificalion Factors Wood Species Hem Fir Exact Depth �,�Q in Cf or Gv for Bending 1.30 Wood Grade No.2 Fb-Tension $50 psi Fv 150 psi Area 19250 in^2 Cf or Gv ior Compression 1.150 Ix qS.�Z� in 4 C(or Cv for Tension 9.30 Fb-Compr 850 psi Fi 525 psi �y 19.651 in^4 Cm:Wet Use Factor 1.0 Fc-Prl! 1300 psi Density 27•7 pcf Ct:Temperature Factor 1.0 Fc-Perp 405 psi Cfu:Fla!Use Factar 1.D E:Modulus of Elasticity,., x-x Bending y-y Bending Axial Ki:Buiit-up columns 1.0 t1�s%�:'z Basic 1300 1300 1300 ksi Use Cr:Repeiitive? No tr,�:;-G:r o;:r�;= Minimum 470 470 Brace candition#or deflection(buckling)along columns: Load Combination 2006 BC&ASCE 7-05 X-X(width)axis:Unbraced Lengfhs for Y-Y Axis buckling: Y-Y(depth)axis:8 ft;K=1.0 Applled,LOadS ___ _ ____ _ _ __ ___ Service loads entered. Load Factors wiil be applied for calculations. Column self weiqht inciuded:29.624 Ibs*Dead Load Factor AXIAL LOAQS.. . Axial L.oad at 8.0 ft, D�0.3250,S=0.5520 k BENDING LOADS. . . Lat.Uniform Load creatinq Mx-x,W=0.0120 klft DESlGN SUMMARY Bending&Shear Check Resul#s PASS Nlax.Axial+Bending Siress Rafio = Q,pgg2� ;� Maximum SERVICE Lateral Load Reactians.. Load Combination -rp+S+H Top along Y-Y 0.0480 k Boflom along Y-Y 0.048� k Governing NDS Formla Cam�Qnly,fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location o(max.above base 0.0 ft Maximum SERVICE Load l.aterai Deflectians... At maximum location values are.,, Alnng Y-Y -0,01772 in at 4.027 ft above base Applied Axial 0.9p66 k for load combination: Applied Mx 0.0 k-ft W Only Applied My 0.0 k-ft A�ong X-X 0.0 in at 0_0 fl above base Fc:Ailowable 474,71 psi �or load combination:n!a Other Factors used to calculate alfowable stresses... PASS Maximum Shear Stress Ratio= 0.01662; 1 Bendinq Cam�ression Tension Load Combination +D+W+H Cf orCv:Size based iactars 1,3D0 1.150 Location ot max.abave base 0.0 ft Applied Design Sheer 2.494 psi Aliowable Shear 150.0 psi Load Combination Results Maximum Axial+Bendinq Stress Ratios Maximum Shear Ratios Load Combinatian Stress Ratio Status � Location Stress Ratia Status Locat+on -----_..-.........-�-------------------._._._._.-.._.._..............__ __.__..._._---_..�.--�----- --...`. __._.........____ ._._........_.`..-----� +D 0.0388� PASS 0.0 it O,Q PASS 8.0 ft +D+S*H 0.09921 PASS p.0 fi 0.0 PASS 8.0 {t +D�+0.75�L+0.750S+H 0.08411 PASS 0.0 fi O.Q PASS 8.0 ft +D-+-W�+H 0.06172 PASS 4.027 ft Q.01662 PASS 0.0 ft +D-F0,75�Lr+0.750L+0.750W+H 0.04667 PASS 3.973 ft 0,01247 PASS 0.0 ft +p-t0.750L-�.7505-}0.750W+H 4.�8491 PASS 0.0 fl Q.01247 PASS 0.0 it +Di-0.750L-E0,75QS+0.5250E+H 0.08411 PASS 0.0 ft 0.0 PASS 8.0 ft �+O.60D*W+H 0.0604'[ PASS 4.(}27 ft 0.09662 PASS 0.0 ft ;':;MaXlIt1UR1 RBaC�i0fi8.':�:U11�aC�afBd?.:.'.`:;.; `...:,:':.:.':::><;;r:;;:;`:;:`,: Note:Only non-zero reGctions are�isted. -._-- .:...___.....�....___ _._...._......_.....----...__....-- -..___......_-_.............. _.......__...._. ______--- X-X Axis Reaction Y-Y Axis Reaction Load Gombination @ Base @ Top @ Base @ Tap __....._...._..._�._...------ _ ------- .-----._._�...........___ --..................----- -....._ D Only Anderson-Peyton Title: Job# Siructural Engineers Dsgnr; Project Desc.: ' Project Notes: PrinieU:28 JUL 205 G.SG'D1kEs4 .__.__�..-.�.----.._.---,r:.-.---,......;,,...-.-.-:-.,._.r-,.-...�.-:�._.-..,-::.,_.�__��.-_'-.-_'--^-....--:-.-:,r•--.�.."'.r:T-'-.n,._.,-,...-T.-.-. .-;:.-,._._�_::-,.-=::.,.,-��;----^-�-��-c=-^-----'�-"r .:.,,:.':;�a.:::�,.:,:;:t�:c;:�a::::;::."".>::,...:<:;:::,,.:,><::;.:;:n,:.,::.•..:.::�.:;;:,�,-:;::•�:..,.�::n�:��Pc:.:::9:::�.::::.:�:::�:.;;.:.:.::-:,.>.;:�::-.:.. . . .... ... .:,.�:.�:+�.�._.:�..:.. :.... .:,::�.<....,:�:�.�n::.::,.:.:..�::..::�>:;:::�::..,...+...:.:.: '+"'• ' .. ......... . ..... .....�,..a............ .. .....�.:..:�.,.:.�.;..:,..:;....:.::.�......�...:..::::^::�.::�:�:::>:':?.:. ,. .. . ,.. :....:..,..:..:... ...........................:.....:............ ...........F , .12QOZ�7-238:Yei.m..�eek, etUnents:CG'�;SEB Bui�ailro�iit.tieams:;=:-Trti'iec:dg'�;;>;�. . ._,.....:..... .,......................,.:..........,_,..:.:.........:..: ,,._ ............... ... ...:....... .. . . .......... . . .. ...... ..„:. . . . .. . . . . ,:.::,:.;:•:::,,.l�::P.::.:.:::-:0.::.:....:.::y:.:._.::.::..::.,;AP,::,;-•:;„(,:...:,.:;.:_.,)�::::..:::.�...�,�..:,.,.,..,.:.:.....?�..:._..,::�,:... ,. ........ .:::......:..... .....:....:.:�.,..,,,...,.::.,..:.::..:.,.::,....<.:.,:,.,.:..�,.,.: . �..,,.:..,,..<.....:..:.:,:....:,,..:..:..:�.. , �.:::.:,::�>...::;.�...::::.:.....::,...........,,.,.....:..:>.::.:::.<:..•.:.. ..... ,..., ..:.:;::,,;:.;:.:.:,::: _:;:<.�:�••.:::,_::,:::,:.,.::;,:,,;,,,:;;�;::..,:,.,:,,, ...L'.O� 1'!'11� ... . ,.,.... .,.�:::.::.::::::�,:;:��.:>::::�:.::;:,:......... . �OO.d.. ......::.. ........ .::..,...::.::.<.::.:....,.>.::.,::...,. , ,.. .,........ .... `Y r.: - .. 4,1 ,.... . <:.:::.:::. �::�N a c:iN . .. , . . .. . ... . _..... ,. ,.... , ..... , ..., . . ..............�...:,,._....,..,.,......,.,, ,. . . . . ...... ..,_. . ,...... .. ,. . .. . .. , , . . . .. C:€:i983�20�Q e B` :2?`=?n .,... .. ... _ .. ,. ..................:.... ........... ... ............................................. ............... ..... .... �::..:..:::.:.:........,.........,..,.,.,x... ,....,:.:..:.,...<:. ,.........,....,,,::;;.:,-.,..:..:,:,.,.:.:;::::+;::: ,>;.: ,:;.:.::::;;;:;;::.;;;:::;:. ........:..:....�.,..,__,...... ,..,........:.:.::.::. ,.:.:.::.,....,.::.,,,........ .E, ..L . �.��. - t . o� o..,. DeSCription: Knee Brace Post General Information Code Ref: 2006 IBC,ANSI t AF&PA NDS-2005 _ ._.__.._..._......._---�- -------__......�_.. .- ---._..._...�...,_...._----- -.._.__.._. ..._...__ . Analysis Melhod: Allowable Stress Design Wootl Secfion Name 6x6 End Fixities Top&Bottom Pinned Wood GradinglManuf. Graded Lumber Overall Column Height 12.0 (t WoodMemberType Sawn (Used for nor7-slende;calcutasio?�s) Exact Witlfh 5,�p in Allowable Siress Modificaiion Factors Wood Species Douglas Fir-Larch Exact De th Wood Grade No.1 P 5.50 in Cf ar Cv for Bending 1.0 Fb-Tension 1,000.0 si Fv 1$0.0 Si Area 30.250 in^2 Cf or Cv tor Compression 1.0 p P Ix 7g,255 in^4 Cf or Gv forTension 1.0 Fb-Compr 1,OOQ.O psi Ft 675.0 psi �y 76.255 in^4 �m:Wet Use Factor 1.0 Fc-Prll 1,5QQ.0 psi Densi(y 32.210 pef Ct;Temperature FaciQr 1.Q Fc-Perp 825.0 psi Cfu:Flat Use Pactor 9.0 E:Modulus of Elasficity... x-x Bending y-y Bend�ng Axial Kf:Built-up columns 1.0 n�cs��.32 Basic 1,700.Q 1,70Q.0 3,700.0 ksi Use Cr:Repelitive? Yes(non-g�b oniyi Minimum 620.0 620.0 Brace condition for deflection(bucklingj along columns: Load Gombination 2006 IBC&ASCE 7-D5 X-X{width)axis:Fully braced against buckling along X-X Axis Y-Y(depih)axis:�ulfy braced againsl buckling along Y-Y Axis Applled LOadS Service loads entered;Load Factors will be appiied for calculations. ----_..__........._.._._........ __......_..........__..........__...._----------_.�..............---- Column self weiqht included:89.196 Ibs w Dead Load Factor AXIAL L�ADS... Axial l.oad at 12.0 fl,D=0.530,S=0.880 k Knee Srace:Axial Load at�1,750 ft,D=0.3250,S=0,5520 k BENDING LOADS.. . Knee Brace:Lat.Point Load at 6.Oft creaUnq Mx-x,D=0.3250,S=0.5520 k Lat. Uniform Load creatinq Mx-x,W=0.03fi0 k/ft DESIGN SUMMARY 13ending & Shear Check Results FAII. Max.Axial+Bending Stress Ratio = 1.014:9 Maximum SERVICE Laterat Load Reactions.. Loatl Combination +p+p,750L+Q,750S�-0.750W+F{ Top along Y-Y 0.4385 k Battom along Y-Y 0.4385 k Governing NDS Formla Comp+Mxx, NDS Eq. 3.9-3 Tap along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 5.960�t Maximum SERVICE Load Lateral peilections... At maximum locaiion values are... Along Y-Y -0.4251 in at 6.040 ft above base Applied Axial 2.0'I 0 k for load combination: D+S Applied Mx -2.688 k-h Along X-X Q.0 in at 0.0 ft above base Applied My O.p k-ft Fc:Allowabie 1,500.0 psi (or load combination:�la Other Factors used to calculate ailowahle stresses... PASS Maximum Shear Stress Ratio= 4.09761 :1 Bendina Comoression Tension Load Gombination +D+0.750L-�-0.750S-F0.750W+H Cf or Cv:Size based factors 1.000 1.000 Location�t max.above base 12.0 ft Applied Design Shear 17.570 psi AI(owable Shear 18�.0 psi Load Combination Results Maximum Axial+g�nding Slress Ratios Maximum Shear Ratios Load Combination _ Stress Ratio. Status Location _ ,..__,_..Siress Ratia __Status l.ocation . _ -.._...__. -.---...__...__....._._ +D 0.3649 PASS 5.964 ft �.02984 PASS 12.0 ft +p+S+� 0.9862 PASS 5.960 ft 0.08Q53 PASS 12.0 f( +D+0.750L+0.750S+}i 0.8306 PASS 5,960 ft 0.06786 PASS 12.0 fE +p+W+H 0.6087 PASS 5.96�fi 0.�6951 PASS 12.0 it +D+-0.750Lr+0.750L-}0.750W+H 0.5477 PASS 5.96Q fi 0.05960 PASS 0.0 fi +D+0.750L+0.750Sj-Q.750W+H 1.014 FA(L! 5.96Q fi a.09763 PASS 12.0 ft +D+0.750L+0.750S+0,5250E+H 0.8306 PASS 5.960 fi 0.06786 PASS 12.0 ft a-0.60D+W+H 0.4627 PASS 5.960 fi 0.05758 PASS 0.0 ft Anderson-Peyton Tille: �o�� Structural Engineers Qsgnr: Project Desc.: Project Notes: " ,---.��....};,_.._..�..,._...�-----..---._,_.�.:__.�._._...�_:.,._..-�.....--:--:�__�...�.---,--::-<,--�.— .:.......::::.:..:..:..::::..:..:.:::...........:::::::.�;:.::.....::•;::-;::;:::::.:::::,....... ,...,:.:.:::...:.:............. -- ....:::. :. ....:: .::::r.::..::..:,.. __..�.: _ _ _ :.:•:::.::::::::::�:::.::,.;,.;...:,._..�.,:,..:..:.::..>:.,.:,.......: - ......... ................... . . —��., ... :..:..:.::.;:::;.,::�:�::..-..:<..:.:.....:.... . .... ......... . .....:.:......,.............:.FI: �� .:.....:......... ...�—r:_. __----�.--.,,,-,-.,.-�;�:,.,: � . rr ,,::.:�.::.:::.:::....::::,.:.:::.;:.:,:.;:;,:;;::,;,..::::;,,.:..:::;....:.;...::.::::::..;...�.p.t20071U7,-238 Yelm Creek AparUr�ents'CG'�:SEB iitec Buittl'in'.: , .. .::,,::.,;.,,:,;<::,;::•....::.:..... ,.... ,,.;.,..:::...:;:.:....:;•.>....:..:.::.,.:...: ; . ::CO .::::.::........... ..........:.:.:::.:...:....:::....:.,....:::::•.,.::.,...:..,:::::_::..::,::::::,:.:,.,.:._. .... ..:91!aof.tieams.-:yeUn`.iecbklg.`' '.:;:;,: ..Woo.d... . lum.n........_.:_.............,..:........ ..........,......,........ .:.....,... ........................,.. . :....::.:..:.:.........-_. .:... . .�.. _.:. ..................:................... ..,.:......:. ........ .,...... ...:.::....>:....:....:.....:...::.....:...:::..... .:...:.:..:.:.................:.... . .....::. :..,:...:..:.::.::.:::,::,::..:�;::.:,.;�::::::::<:;>;;.;.:::..:..., . ..,..... .. . .. ,.. .. .... ... ............................:.....:::...:......:>:.:::;.,:::..:::•,,:.....:.:..:............:....... ....;.. ,::::..:,:;.,::::::,>:;:::..::,;.;::....,.. ., ,::;>:;,:�::;;<:::ENERGAkC�� ,...�...:................_:..... ...,..,:. .,.::.,:.,•::z::�s::>5,'2;.::,;>::.::.::;.;�:�:.::.,.::,�:::::::�:a:,,:>:::,. ,,.,:,. � � �.��• • ,........... . �I.NG:>�983201Q;4le'r.?8:A:22;'<;�. • • � e e QeSCription: Knee Brace iypimax ':::::Max'imum;E2eacttuns:�:Unfactored`':`:::::::'`::°:`::::>:1:::;:::';:`:;.::`:: Note:Only non-zero reacfions are listed. --- . _�_r:W.....:.:...:.:....:::-.__. .. ... ......._..----- ---..._. _— _.�._..........__ X-X Axis Reaction Y-Y Axis Reaclion � `°`�� Load Combination @ Base @ Top @ Base @ 7op ._...._.__..........__----._...— ---.._......__.._.__.__...__.._... �............. -- .•-.......__..__..__.. ._ ___..._.._...----......_..---- •--- S Only W Only 0.048 -0.048 D+S �+W 0.048 -0.048 Nfaximum Deflections for Load Combinations •Unfactored Loads _...__. __._.____..__....�__ _._..._- ---._......-�------ -----................_---- -..........._._._ _.�------_. Load Combination Max.X-X Deilection Distance Max.Y-Y DetiecEion Disfance ----- ___...._._ _..�._.�.._..- --_.__—...�_.__ ._,..� __�..__......_. D Only O.Q000 in 0.000 ft O.OpO in 0.400 ft S Only O,OQ00 in 0.000 ft 0.000 in 0.060 ft W Only 0.0000 in 0.000 ft -0.000 in S.D00 ft D+S 0.0000 in 0.000 ft 0.000 in 0.000 ft �+N1 0.0000 in o.aoo n -o.00� in 7.946 ft Sketcfies;:::.:';:`::.:. ::::::::?::::�;<:;:;!:';::::::::::!::;;::;:;:.;;_;, _;:;i::.:.: :,: ............._--------................_—..__, ..........._ Y °`Puf-"x Loads -- f�r`y i�,{,y �j�r.^T"; i _.. � 3 �.�E}V 1^.h'" �{' S� � � � !a��e�:�.'F�.�+,y f����'�i3���� ..�y � �������'�'o F� $� l., � s.�i r.=,� I �pR4�",������C���u f'� -.y� r. c I �3'�� ,�,�'����i��r�T� � :��r ��'�i�.r�r�'',€�<�� t�� yiwr�.�",� �r'+4• k.; k ..- r,{..'; ,�? 7 a�s3-,Y � N� +75�'��''"��rs2�?��y��'�.�`'y$j � �4 ���.- � � �: �- �� � � �. �� �,�, F t �,a��`"P��.�`�.•�r � u I � r 3 �s�u�i,w���» ��'1%��r' ? �°' '4 H +'s�"�'f'u"N`f�k�,"-�'ts��ax S ::;�e.:"�.i�'d.��,.'d�+'���`,''...�.,_%+'r�{„-! �9 �M�t'•'�i.� �*}�ty^�'t''" �<"� �y'?'sr��r' R'`�,X-�.% r-c� f7 ' �„_.. 3 1....._.� ._.�.�':.,:........^Ye..._. _,=.".:,..n ,'.{,�•r Ax6 � :�:r�; f ';�;L3 �.._ _ i : =_f� � �.rs.�. i :?:`>,:# I '�5�.i r_� ' r_.._. :7>�� .. C�..� `------^'-""'-asc�'"""--'' Loads are total entered value.Arrows do not reBect ahsofute direclion. Anderson-Peyton Titie; Job# Structural Engineers Dsgnr; Project Desc.: ' Project Notes: Prin�d:28 dllt 201 G.1 Q:01 FU:1 -- ......_. . ...-,.--,.,...._......T—,-.---.--,----.:�,--,-•..-..-'.<.:�,_..._�::.;.;.._..,-�,.-.-.-.—.......... ..:"--,—...,f--.--��.---- ---- — --- — -'c(-..—.;..-a?-� ..��::::::-".i:''�::;:::i::..:::...:::....:..:.:.:,.,,,::::,�:.;;r:'::::i:g;?.;S::ta::.:a:R;:a:;:{:::%::::::•.,,...."....:,......... �. . -�-�'_:,.,,--._f.�:.-.;,..�-,-.;.-.,� ,, ,.�:. .. . . ..:. .. . .�,:....:.... .......,:.:.,.i:i<�;;7�.�:<?r:+3�:;>i:4:•:p��j:::; ( .....,.. . ...........::..::.............:..:..:,.<,......,..:..:.:.:..:.,.::..:..::;:.c.::.;.:,:,,:..:..... ...,:.,..,.. ..... de. .12007107-23 Yetm Greeii' artmeqts.`CG:-'SEB 1Rec:8uikiin`t'foot,tieams:=:Y?trtl:rec.bld .ec6.�; ..: .. .. ,.::..........:...::.::............ ..:.:.�...::.,....�,:.,::...,,.:...:. . , . .�....v.:::.:.,,:..:.._a,: .;.:.:.::::�v.:..:::.:.,.....,.,.::.,.,:.. . . .... :.. ,.::...,.... ,... �P 9,.:.;,...,.:,: ,,.,.:,...,,.,.,:,,::9. .:. :...:,-.::.>.....:::....: :::.:.:,:..::.... .::::;;......::�::�> ,:..:..:,:..;:�•..,::;.,..:,,..:>:,:,:::::,..,,:,.:::.,,... ...::.... ,.......::�.,>........:..:.....: .: ........: .:..........:.....:. ..........:::::............>,...... ......,,,::,.:,.:.::.:::.. ,.,�.......�....... .. ......:..:::::.,,. ,...;...,::::::::.;,..:;:,::;,:,.:-:.:...:,. ,� ,:<.,:�,>:::.:::�::.,:::.:.,.::�::..... ,..:......,. . Il. .. . � :...,,,::::..:..:.. ...::.:.::::..:.:,.:..:..:.,,.::::,:;.;:>:::: 2010:�/er.�60�,: t.��iO�lllll ... .... .. .. . . ,.. ... . .. . ,.. ........ ,.. . _.. ... .ENERCAI.�• �:i°I9 ..:......,•.:,..�,;,�:,,;:�.•::<:;.::;:.::�;::.... 1..W00 .. .. ... . ... .. ....... . ...........>.........,. ... .,.,.._ ... ..tN 63 .22�:i:: . ......... .. .... . ........ ..... ........ ..... ............ . ..... ...... •:,.�.::.:...,.�:..::...::.:..:..:�...:......., , ,•..:..,:..,..,:......:,....:.:. .. ...::.,.:...::.,...,...._....:.:,......:.:.:::..::.... ,:::::�...:-: ..... ..... . „. . ...... _.. .. ....:::.... ,:..,.:�.,::::,:::.,.:::::.,,.,::..:::>.:.::::::::..:::.:.:::::..::.::.....:::::::.>..::.: ..,..:..:... :. . .....:..::.:.:....:.... ,•:.>:.:::..::::,:::_, ,. . 1 II• • � - � • 6 DeSCfipiion: Knee Brace Posk >.....:::: ::.:.:.:.........:::..:...;:::,.:..-,:.:.....:.....;....:;:::._,_.:.�.:......:..:.:;.:;.:..:.::,..•...::::..:...: Note:Only non-zero reactions are listed. ;::;Maximum:React�ons.:�:Unfactored;:::;'<':::::;:;::::°::`;::;;r;:.:;::::;':s°::::; __ .�_—___.�_.._._._._�_.:.�:�_�� ------.._._._...._..�.__.......__-.------ __...—._.. ...... __. .—_.._...� X-X Axis Reaction Y-Y Axis Reaction Load Com6ination @ 8ase @ Tap @ Base @ Top _ _....__. _ ..._.__._.._.._..__ ----- ------_......_.._..�—_.______..__.__----._.........._..._._...---.._.._.._..-- D Only 0.163 -0.163 S Only 0.276 -0.276 Vd Only 0.216 -0.216 p.�S 0.439 -6.439 p�.Uy 0.379 -4.379 Maximum Deflections for Load Combinations •Unfactored Laads ---...__.__.._ .._.........._._.....____._...._._..�..._..___.__�...____ _ _........._...---.__.._......_.._._..___..._—_.......__.— ---..............�.___._...---.._..._..._--- Load Combination Max,X-X De(leciion Dislance _Max:Y-Y Re(leciion Distance D Only �.�_W�f ------------- O.D000 in 0.000 ft -O.OD3 in -- 12.00�(t� ._—^��.����-- .--- S Only 0.0000 in o.000 n -a.ao5 �n 12.00a ft W Oniy 0.0000 in 0.000 h -0.003 in 12.000 ft p+g 0.60Q0 in 0.000 ft -0.009 in 12.000 ft p+W 0.0000 in 0.000 fl -0.012 in 11.919 fi . . ..........:.:...:........:...............................:. :.. .:......... :............. ,.: :`:S{C�tChBS:.':_:`:i.';�::::'.:`:::::'i;:;`:':`.;`:;::•:::'::`.t:::`::::.;.'::::;:;;;:;•::::::;':�:::'::;:::.;; v �';f x Loads i.—._._.�_ _ � � �--� , ti_ �s.'f�,� �,�-''cw 1�-�'.���'?f�,� �rt;'�e�?' .�€�'r�.i��,�s��,�.� r`�{���! { r a I y�rr�12yt�f a�b����fi��o-'6c n�' .� �� J�'�r;�„�. °'� � '�'i9s��Ck�"'�,Sfn'ns r' F� J'}}�y+�Y�fr'dW J. K. � �J��kd"���'y�d7[t1J�`. 4" .. .z���a����sr�� � !�������g��., '��j9������,��'�a�o?�'.�..'4�"`m`'^c`�� ,� 'e I ��`•f ''�..7+,�`�s9`'�?.s d ' � 'Ft' ?.�3 « �.�W�'�t"��`b.x�.,� g�-r ,.����'�.�'�2 s�� 7 `- � ._ '„��yr��,,.r9���,sr� ��s ;I Y �1 � � ,�. �`�`5,..� rm,� ��fd�p,} j 3 '�'�v�,.1t`�2J ,y�,��������� y y�v,"1�� tl ��....._ cGE� f„?��"'� 'TM'� F{s�tii�r�r3�'��`.!1 c� � ,y.r�;�'�.��.s ��`•�r•� `� � x�4��5�'�� ��a�a�n��r���'��,+� zS � .._i �r�s_.'�"t��^,4{��.kt.x��a�`£3 ah ,�� i j t �i�r�y%���s,.�"�,��� �rx {�'f��- ; s _....... ._"_ :�f -...-.'� � �r.`.?:: �'':� S i,6x6 F I J �%1 '.� ;=�a aa<zu �-----°•----- 5��,,, -------'-- Loads are iotal enlered value.Arrows do not reflect absolule direction. Anderson-Peyton Titie; Job# Structurai Engineers Dsgnr: Project Desc.: Project Notes: _..___�_.....__.. r.-nt-�-�:,....�::.:-::-r:-..,....:.,.............-:-.:.- __ _----__ ---. -< � ... <::::_�.:--�-;>:.::::.::.:.:.:,�,,:.----:�-:...,�-:::..:.:.. ......:..:::::.:,:.;..:...:,:;:.::,.. .. - - -- ...:....:::...... ....... . .......:.:.... .,...:.......,.:,.........., :....,,....:...:.. ,..,.. _..... - - -- ...................:.::::.<:..::: ..,-r--� _ ,.:......,- ,..�...�.. _.,..- , �� ,......;,:_,..::::::;»;;:::<:.:,:>::.::,.:.::,.::.;,:::...:.. . . ,:; ,.. .:...:-... •.: .:...: ..:::::..::...::.:.:...::.:...:..:....,...... ,...,,:,.::::.,;,:�.::.::.;::•.�;:.._ - , .:.:::...:.. .. ,....,.. ..:... FIe:,.,t2D0 710 7-23 8.YeImCreekA artrtients;CG,SEB , , . ,,.<:::...:.:...:...:.:..:<:;::;:..:...:.:.,:..::-_.. ,::,:,,:.:.:•:.: P. IReC:6 ::. . .::...::...... ....:: ,...,,:.::.::::.::.;.:::,,.,.�,::....:.... ......:..::........... ..............:...».:...,::.... .„., .. .. ...:::y>:..., - . , . .. ................ . ..................................:..::: .:::.:.:::... P . .....: 9�ec6i:'; ,. ..........:.............. . ........ .,,.. . . , . . . ... .: :::....:::...::::.. ,,:.._::::::,,..:., ... .... ............. . ....... .. ..... . ............::.:...._,_:,.:• , .::..,..::::.:..:: ,,. .. . ..................-.:.:.:..... .,..,..�.....,..::.::-::..... . .Co ,......,... ... ... .. ..:............. , .. . . . . . itlfood. lumn. . , ,. .. ._...._ ::.:....::::..:::: . . . ........:.......:..... _......... . :;•:::>._,.. . . .. . ..,.....:..._............. ............. . .. ....,... . , .., , . ................................. .. . ....... ... ,.. .:... .......... .,.... .. ...... ............,.... .....:....,,.,...:...:...:....:..:::::>: ...:..:.:.::..:.:..:..:::....:.::.....,::.:..::.:..:::::.,.:::.:<.,:.::.::,..,,,.:.:::,::,::...., - ...::..::..:......,.:: ...;..:.:...<<:::,...�.::::..:. ::,:.:..::,..,. . ,.. ENERGAL ,l ., ,. ....:.:...::::.:.::::.:.:::,.::,::::,:::,,::,:::;::.,>:..::.....:::,::::.��:...:,,..:..,,,,:,...., ....,.... ,.,., ;,:::::;.::::.: G:;NG::�98�201�r�Yer:fi:4'22:;:;; :. ..:...:..:.:.. .........: .;::,...:::.::.::.::..:::.::::.....;.,,::;:;,,:::;;;,;:;;�� 1.i I• ' - O - E 4 0 DeSC�iption: Knee Brace Posi General fnformation _ Code Ref��006 IBC,ANSI!AF&pA tJDS-2005 _......_._._...._.._-- --- _._..__..._.__.._.._..._.....__._----.------ ..___._ Analysis Method: Ailowabie Stress Design Wood Section Name 4x8 End Fixities Top& Bottom Pinned Wood GradinglManuf. Graded Lumber Qverall Column Height 12.0 ft Wood MemberType 5awn (Used fo�rron-slender colCUlations) Exact Width 3,�p in Allowable Stress Madification Factors Wood Species Hem Fir Exact De ih Wood Grade No2 P 7•250 in CforCv for Bending 1.30 Area 25.375 in"2 Cf or Cv for Compression 1.10 Fb-Tension 850 psi Fv 150 psi �X 111.15 in^4 Cf or Cv(or Tension 1.30 Fb-C�mpr 85Q psi Ft 525 psi �y 25.904 in^4 Cm:Wet Use Factor 1.0 Fc-Prll 130p psi Qensity 27.7 pcf Ct:Temperature Factor 1.p Fc-Perp 405 psi Cfu:Flat Use Factor 1.0 E:Niodulus of Elasticity. .. x-x Bending y-y Bending Axial Kf:Built-up columns 1.4 �'us is.a.2 Basic 1300 1300 1300 ksi Use Cr:Repetitive? Yes rr,a�-o;r,c,�,� Minimum 470 47Q Brace condition for defleciion(buckling)afong columns: l.oad Gombinaiion 2006!BC&ASCE 7-Q5 X-X(width)axis:Fully braced against buckling along X-X Axis Y-Y(depth)axis:Fully braced against buckling along Y-Y Axis AppllBd L02dS Service fosds entered.Load Factors wiil be appiied for calculations. - ------___.............._.._............_._..--...._...------- _.,.----.._._....__.. .._................_.__......._. _� Column self weiqht included:58.574 Ibs*Dead Loatl Factor AXIAL LOADS.. . Axial Load at 92.0 ft, D=0,530,S=0.88Q k Knee Brace:Axial Load at 11.750 ft,D=0.3250,S=0.5520 k BENDING L4ADS... Knee Brace: Lat. Point Laad ai 6.Oft creatinq Mx-x,D=0.3250,S=0.5520 k Lat.Uniform Load creatinq Mx-x, W=0.0360 klft DESlGN SUMMARY ._...._.�_...._._.-------�-�--...------....�____ Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.8309 :1 Maximum SERVICE La#eral Load Reactians.. Load Combination +R+0,750L+0.750S-t4.750W+H Top along Y-Y 0.4385 k Bottom along Y-Y 0.4385 k Governing NDS Formia Comp+ Mxx, NQS Eq.3.9-3 Top along X-X 0.0 k Bottom along X-X 0.0 k Location oi max.above base 5.960 n Maximum SERVICE Load LaEeral pef(ections... At maximum location values are... Along Y-Y -0,3814 in at 6.040 ft above base Applied Axial �•988 k (or load combinafion: D+S Applied Mx -2.688 k�ft Along X-X 0.0 in af 0.0 fl above 6ase Applied My O.a k-�t for load combination:nla Fc:Allowable 1;430.0 psi Other Factors used to calculate allowabie stresses... f'ASS Maximum Shear Sfress Ratio= 4.1396 :1 Bentlina Compression Tensi�n Load Combination +D+0.750L+0.750S+0.750W+H Cf or Cv:Size based factors 1.300 1.100 Location of max.above base 9 2.0 ft Applied Design Shear 20.946 psi Allowable 5hear 15�.0 psi Load Cambination Results Maximum Axial+Bendina Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio 5tatus Location Stress Raiio Slatus Localion ---__ _ .--- ---....._.--�--------------...._ _._..... _......_.._.__.._.._._...------------�- +D �.2989 PASS 5.96d ff 0.04269 PASS 12.0 ft +D+S+H 0.8090 PASS 5.96O ff 0.1152 PASS 12.0 {t +p+p.750L+0.750S+H 0.6812 PASS 5.960 fl �.09708 PASS 92.0 ft +D+W+H 0.4985 PASS 5.960 ft �.09944 PASS 12.0 ft +D+0.75QLr+0.75dL+0.750W+H 0.4486 PASS 5.960 ii �.08526 PASS Q.0 ft +D-F-0.750L+0,750S+0.750W+H 0.8309 PASS 5.960 ft 0.1396 PASS 12.0 ft +D+0.750L+0.750S+fl.5250E+H 0.6812 PASS 5.960 ft O,Q9708 PASS 12.0 {t +0.60D+W+M D.3788 PASS 5.960 ft 0,08237 PASS Q.0 ft Andersan-Peyton Tiile: Job# ��ructural Engineers Dsgnr: Projecf Desc.: Project Notes: 'rrm(ed.2$JUL 20 i 0,1 U.02fde'� _..�._ _-,.-,�_»...,._.m.........-.-�...,,,...,..„...�.:..�..�..�u.�.,-__........-�----•-::,...,,:. ,.-�_-.___._..�,.�,_�____.,- ..,--�-,-�—< --- - - ,. .-. . ....:.................:..,.,............ ..... .......,........ ..,::,.:>:..;.. .... ...:............:. .:. . ... ........_..:..........:..:......:._:... ..,:.�...,..............�..........::.::.:..:::::.:._:o;>:�•.;�:::::..:�.:.:,.:. . . � .......,,...... ._... ........:...:........... ....:....... ........ ...................:....,....... .....�.............., _ �m . ..k.;.arlmenfs`CG=SEBU2e's8u'ikiu�'iroof.tieams:�;°. msec'bldg:ec6%:^: .. . .:.,::... .: .:.:......:........_..,...:.,.....:....,.,.............,.... :....:..,,<...,::,:,.,..,.......,�.:,..Flle. ,t20D7tD7236:Ye.. �g..M.:..:..:..,.:{.... }.«.:.:,.........:.g.,..:..,.::..:::,:.:::.,.Y?.1:.,...:.:...: : . ,.. .: :.:....::..:......... ................:.:::, P..:...... . :::,:::•:.........:......:;... ...,...:.:::::� ......................,......, .�. . ..,::�.•:::..:.::::..::':;:{iittc:�.........y.�. ..,::.... i.C:�i;i:':e:C•:.:�>t�??t:;�:;,;:<... ..... ..;.�:::>.-:;:::i:,:•:::..:.,,.;.:.:..;:.:.:.:...-...,.. ::.:,`.:):::;;<:b;;,�,:sa•',,;a::;:::;,:..r;::. � .,....... .. .:.. � .�:...� . :: . . ., .. .... . ...:...::•:.::.:.:.:.... ......,:�..... �� r.::ii'�:.�:..:::•:�.��..:.::.:P�:':•:�:.. .. .."}::�.�..::..:',_::.�::,,.�,,....:�,...,..: .............. ..... . .. ... .....:.. ..-,._,.:.. ...;:;<;;-;.:...::;,.,..;::.�. 18;iue�:�q`'12'�:< ��.No.o.d::Column:...:..:.::::..::.:. . ........:......:.....:.::.........:.:.:......:....::::.::..::::.:.:.,...:..: ......:..:.:.........::..::::.:..:.::.::::.::.::.:::..:::::.::..::. ,..........Er,eRC�cc.:in�c.:�saa=za :�:. ........:.. ......::..:.:,.. ,..<:::�:::;:::�:.::::::::::::::::::,:;:,..........,::...,:,::.:.;:..::.::... ...:....:.:.................:.....:.........:.,:....:....,.. .............................. . .,,::::::::,.,,::.:...:,: :; �.�t. • - a s o 0 Description: Knee Brace Post - ....:,.......::.......................:...::............:.�.::...:........:....,..............,,..:, :...::. ;<:.: � • ^ • • Note:Only non-zero reactions are listed. ;..:::Maximum:Reactions:�::Unfactored::;.:;._`w:�:�:.���:��:� `'`` v__ —, --_......�......_...�_.._------ `_......_......._ ----- X-X Axis Reaction Y-Y Axis Reaclion Load Combination @ Base @ Top @ Base @ Top --__.....�---�__M..�__�___._..__._...__..__.----- _..--.—.---.___.__._..._._...._....._..__,_.._..__.W.....--••-- —.............__.__ -- DOnly 0,163 -�.163 S Only 0.276 -0.276 W Only 0.296 -0296 �+S 0.439 •0.439 p+�. 0.379 -0.379 Maximum Deflections for Load Combinations -Unfactored Loads __....._.___ --------- ___�__.__._--------- - -----.____.....__.._._.._.__.— ------ Load Combination Ntax.X-X Deflection Distance Max.Y-Y Deflection Distance —____...__.....�._ _-...`. ._...—..._......_.__._.._-------..__---•---.._..�. p pn�y 0.0000 in Q.000 ft -O.p03 in 12.000 fl S Oniy O.00OQ in 0.000 ft -0.005 in 12.060 ft W Only 0,0000 in 0.000 fl -0.0�3 in 12,000 ft p+g 0.0000 in 0.0(!0 ft -0.008 in 12.000 ft p+W 0.0000 tn 0.000 ft -0.011 in 11.919 ft ::.,����.:�...::...........:..:.....:::�.,.�.,.::.:..:.:,:r.;:�.�..,,..�...:.�.:�.�...:...�.::.r;�:�..�:.�:..t:::;.��.�.::. <: Sketches;:::.;:;:r:.;:;`.::;�:..<.:::::':;;::::`::.:::°:::::.: ::.::::::<.°:;:.:;::;. �----- -------._..�_. ....Y__ oE',�-xLoads '��:%�vr� '#r��..rv.- i_... I r— f t �' Yi?c,.rt.� i ?� �,.4%�.} ��u� . „' 4�s�,:,� ¢.<`�F .: ; x >-^''`s n.�- 3 r '�.r; : rh }"�1i' x f+ , ,.;����-,z:w�;�,y�„ =' r '� F s �t°z r { ��.�: °',�,,,,�����yr'r°^�� �,� e �/��. � t^.lY$?�h y �:� nl �+�'���?5 V'��'��P-ft-� � '�� N I ���� � o, _y� ._. �ya�'r'�'r'z� L :. � t s�r+R'�.c,�"i S ��.. ;g ..-_. c e3!� ������}#�,.. 11 �" �'�St��" i f..; L #� ` r";`*i'�3y�-rr,����'�'? 'y � .. � .;.�^»�sC,,;,� �r�zr����'� = rr;�3 : ��:'T 4y�3'�.,� }"� i : ,.;`{i-r S a.: :' '�� i ,.n u.x. ..._.......,`^:-...� ;a.� ` a.a ,J� ...�..1 i "�`� I ;�`:� ..- f_._�'--'% . cw�rs '"'4�;���-'-"" Loads are totaf enlered value.Arrows do not reflect absolute direciion. Anderson-Peyton Title: Job# Structural Engineers Dsgnr: Project Desc.: , - Project Notes: -�_--:,.-•---:.-�-,>-�-:.._,,.�..._.,-. --- - - - -- - --- - - _�T...� .. .. _._ -_-,-;,T,,;.....�....�.T.:..,.,,-�...T,.-_.__ ,:.:,,.::.:...:.::. :......:.::.:.:.:-:<:,:.:,....... ....-,T...:,..,:.::„�-,,,_ .,.�.-.-, ,..,.,:....::....:....::......,,,::,..:,::::,:::...;,.::::.:;:::::.;::;:;::..:...,. ..... � ....:.:...:: .....:.....:..... .,...:.:.... . ....: ...;.,�.,,::.:.;::.:.,.;..x....<.:.:::..:::,.:::.:.;;,:,,.;..�.:>:::::�.:.: .: . . : --�----T-•--«-�-�� :,:.::`.,::� .. . ... . . ....::.:.:.:..:,:;..::.,.::,:::::::>:,;:,,.:�,:•.::.:..,,::::,;::.;.:.::-:::;; .:;,:,;<:-.F3e.: <t20O7lOZ 238Yeim Gr� A nts.CG-:SE81Re.8.,.�:.:-., . ,: •:,:<.,.,,.:.. ,.,., :: ; ....,..:::..:...:.......:..:.:.... .. . .:.:.:..::.. ..:•::,:.::.::,.,:.:.....:.. "...,: .....>:.,.::.,....,. ........ ,,.,.. ,. ... .... ..._......... , , ... P_.;.;:.t,::,:.::::::.:>:::.::::;-: ,. . . .. ... . .. .. .. ...... .... ...... . . .... .....:.:...„..... . ":;`a. . ..... . . . .. ,,.., ,. , ..,... .,:.::............,,.,.. - , ,....„:... c u n ,ams:';'1� �.,:..9•ec6: . ............. ...... ........... ..... ..,..... ............. ............,,.:..,....,... . ....,... .... �Nood,Bea .Desi n. .... ... ..... ..... . ..... ........... ..... .. ._........ .. ... .. .... ... ... ,.... ...........:.......::.........::. ..:......:........... .,: .,...m ........: ...:..: ...:. ,. .._...,;;, .:..........:..... . ....... ... ...9 . ....,,._...:.,.... :....:._..,.................... ........ ,......,...::::.:.:..,.:.,...::... ....:....,.;...:::...::.:...w:... ,. - ... ..... .. ...... ... ...... ... . . . ..................................:.. ........... .:.....�,.::,;:;;,,;<;;{,:,,:: :..«;.:..:. :,., ...,: .... .. . ....:......:... ...:..:.:.. :.:.;:<;:;s�� ...:.....,.: �.:..:.::.:::::::.�,�E :.:......,:,:.:•..,;.::.....L:.... >:...:;..:. . ..:.:,:_:... .,. ->...:;:;, NERCfSLG;;iNCr;;1993=2010;::Yer:6;4:22:�;s :;.::-....,.:,::;:,;::::.....::�:::::;:..s:..::., ..:..........:........:.:..:..,...,......:..:.,,:.,:::.,::.,::::..:,...,,.::.:.. ���t• -� • o � - e e Description: P6-Long Purlin-West(max) Materiai Praperties � �___ caicutations per iec 2oos,CBC 2007,24Q5 HQS ...._ _._ _ . ----..____.�_........_._._...._.---- Analysis Method: AI lowable Siress Design Fb-Tension 75Q psi �E:Modutus of Elasticity V Load Cambinaiion 2006 IBC&ASCE 7-05 Fb-Compr 750 psi Ebend-xx 93�Oksi Fc-Prl! 700 psi Eminbend-xx 470 ksi Wood Species : Dougias Fir-Larch Fc-Perp 625 psi Wood Grade :No,2 Fv 170 psi F( 475 psi Density 3221 pcf Beam Bracing : Beam is Fully Braced against laterai-forsion buckling D(O.Q75) S{p.125) D(O.Q75} S(0.925) D(0 075)S(0.125) '°�/}+k".,��,.f1S3'.?£3.J. �t��/ �� J �' '� v�.,r j STk -{�'4.s} K 6 YY(���f1��. '��f � �� �fi"�� '.SC,f� +�M -.� .,,� "M �Z,rf � ,�: � �.�"� aa .r 4 �.� :. .;,fi + .. f qr 4 r°c�$!r.,.*�°ir�?v,'�t:a ,i5.����!k��*'4d'*+r�'��y-.f+.�f.. ,� uA�C I r�� Js +7�i,' ' .. :}".�...�r..K'�,,x � i....�.d:,n . s.,..r' ._. ...:.n;:._,, >.. '.>_ ::._'s .r _ ,�,{, s.....:...v_ y..... .�5, .,,,^ .4+ j� 6x6 L� 6x6 (; 6x6 i � � Span=6.0 ft Span =�.5�ft Span = 1.0 fl ;... _......................._.___. .._...... . . .. .. . .........._.....__._.. ... _.__...-----...._._.__..__._.....----...............__._.._.... .......---....--------...._.__� Service loads entere . d Load F r c a to s wili be a lie f d or caiculation . :;: ,<;A:._lied`Loads`.::::;:°::,�::::;:�::;?;:;:::;::';_;:.::::;:.i:::::.::::::::::::.!i°:::.::'>:;:s°:::',::;:':;:':: :. s :�_:�_�_�--_�_.�_....�__:�:.�-:::_-__:-_--:__:::-_.:�,__:<.:.:::.:.:::::::::�::..--------- -..__.................._.....---..._.__ ...._ ..__._. pp .........._._......._. ...... Load for Span Number 1 Uniform Load: D=0.0750, S=0.1250 klft, Tributary Width=1.0 ft,f Rooi; Load fior Span Number 2 Uniform Load: D=0,0750, S=0,1250 Wff; Tributary Width=1.0 ft,(Roof; Load for Span Number 3 Uniform Load: D=0.0750, S=0.1250 klft, Tributary Widlh= 1.0 f1 ,:.,.........:...........:.:.....:.:.:.,:,...........,:;;:::;;::;.:,.::.:::..:;:c:::;c:<.::: .;_:::`.::.::::::"::':::' '•DESIGN:SUMA9AR.Y.::::.::::::::::::::<:::::.:..;;;..:;.:::.::...,....:;::;::.::::::::: ::; o- . o -- ----_ _...___............._..---------------�----------------...---------........_ � �Maximum Bending Stress Ratio = 0.�66: 9 Maximum Shear Stress Ratio = p,214 ; 1 i 5ection used for this span 6X6 Section used for this span 6x6 fb:Actual = 349.38 psi fv:Actual = 36.42 psi FB:Aliawable _ 76Q.00 psi Fv:Allowable = 170.d0 psi Load Combination +D+S+H Load Combinaiion +D+S+H Location of maximum on span = 6.00OfI Location of maximum on span = 6.00Oft � Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection Q,p�$ i� Ratio= 4038 Max Upward L+Lr+S Deflection -Q.005 in Ratio= 5026 Max Downward Total Deflection 0.029 in Ratio= 2524 Max Upward Total Deflection -�.Q08 in Ratio= 3'i40 �.__ .._. --...__--------- -- ------...____._....__. -�- . :::...::...:....:..:...::.....:<.,...,.:..,....,.,..,.;.:::..,.;..::.,.......:....:..:..:..,.,::...........,......:....;.:.:,...:.....::.....;.:.: '::;U:verali:Mazimum Deflections:=.:Unfactored?Loads'.:�;':;<::`::,;;<::?;�;::::;' >.......::.........:..,,.�,. �..,.:..:......:....,.:::..:.....::..... ......:....,:.............._..::...,.,.:::...::::............:.,.,.:::.:.:..:.::..:. --.._..__...._............_......_------........_......------- ._...._..._... _.._.._� Load CombinaUon Span Niax.""�efl Location in Span Load Combination Max."+^pefi Location in Span --_____..........._.._.._....�............._.,_........_........._...._...__..�.�...._�_._..._--•--------._�.._..._................._.._----------�---- -----�..--------.__.._.__.__. _. D+S 1 D.0285 2,658 0.0000 v 0.000 D+S 2 0.0122 3.272 D+S -0.00�5 0.278 3 D.0000 3.272 D+S -0,0016 1.�40 ,.:..,.,..,..........:......::>,: _.:.:.....::.::...,:,...,.:::;..:::::,;...,..:.,..:..;..:::,::.,:::::::._::.:.:,.;:::�.:;,.:;:::;::, ` ' Su orl notaiion:Far left is#1 ::..._:VeI'flC�I.;R�aC#10t1S:•;11t1faCt01'ed...:_;;:..:...._,.._ :;.._:,_>.:.:.....::;_';. PP Values in KIPS � ----� ._�. ......_.._...._.__ ._........................._----._._..............----- . ............._----------------__.._. Load Combination Suppor!1 Support 2 Support 3 Suppori 4 OverailMAXimum.. ._..........----------- 0.465------�1.A13- �.... 0.621 --._.................---..._...__�_._..---------_..........__._ _-------------...._.....----._......__- D Only 0.175 0.530 0.233 S Only 0.291 0.883 0.388 D+S Q.465 1.413 O.fi29 PRaJEC7:YELM CREEK REC BLDG SHEET` DATE:7/2712010 JOB#:07-238 NAME:GD5 ALLOWABLE BOLT VALUES Existing bofts above 12L619 2009 NDS/97 UBC SINGLE SHEAR TWQ MEMBER CONNEGTION good for bolt sfzes 0.25"to 1"diameter BOLT CAPACItY YEiLb MODES BOL7 LOAQ(#)= 584 MODE Im [Eq. 11.3-1] ANGLE(MAIN) � 45 Z= d�m Fem�`}Ko �zg5 p MODE IS [Eq.11.3-2] Z= D IS Fe5/4 Ko 2417 ...... H�n Fir + MODE ll [Eq. 11.2-3] . 628 Z= K� p IS Fe5!3.6 fto MQDE IIlm [Eq. 11.3-4] Z= K2 D Im Fem/3.2{1 +2Re)Ko 764 MODE 1115 [Eq. 11.3-5] Z= K3 D IS Fem/3.2(2+Re)iCo 584 MODE 1V [Eq.8.2-6] Z= D`I�2 Fem�y�}((3(4 +Re))�".'!3.2 Ko 681 MEMBER GEOMETRY D(IN}= 0.5 BOLT DIAMETER Im(IN)=3.5 THICKNESS OF MAIN MEMBER IS{IN)=0.25 THICKNESS OF SIDE MEMBER Fyh(PSI)_�45��Q BENDING YEILD STRENGTH OF BOLT Fep(PSI)=4800 DdWEL BEARING STRENGTH(PARALLEL) Feperp tPS!)=255p DaWEt BEARING STRENGTH(PERPENDICLUAR) Fem(PSI}=3330.$122 DOWEL BEARING STRENGTH MA1fV Fe5(PSl)= 87000 DOWEL BEARING STRENGTH S7EEL S1DE PL Re=O.a382829 Fem I Fes R�= 1 A �m��s O(DEGREES)=45 MAX ANGLE OF LOAD 70 GRAIfV ANY MEMBRER Ko= 1.125 1+(OM�!360°) Ki = 0.2339624 [(Re+2R8(1tR�+R�Z)+R�Re3}0_5-Re(1+RJ]/(1+Re) KZ= �.rJO$ {-1+[(2(taR.)1+((2F.�,{1+2R�)D�}((3F�m�m�))1°') K3= 10.30 (-�iI(2(1iR�1�R.)+((ZFseIZ+R,}D�)/(3F.m4�))�05) (253)941-9929 31620 23rd Ave.S.,Suite 32i Anderson-Peyton (253)941-9939 FAX Federal Way,WA 98003 5tructurai Engineering Consultants PRQJECT:YELM CREEK REC BLDG SHEET JQB#:07-238 DAl"E:7l27/2010 NAME:TLC ' ALLOWABLE BQLT VALUES 2001 NDSl97 UBC DpUBLE SHEAR T}-lREE MEMBER CONNECTION good for bolt sizes 0.25"to 1"diameter BOLT CAPACI'fY YEILD MODES VALUES{#) BOLT LOAD(#)= 1169 MpDE fm [Eq. 11.3-7] ANGLE(MAiN) = 45 Z= D im FEm/41Cp �29c� MODE 15 [Eq. 11.3-8] _ Z= 2 D IS FeS/4 I� 4833 He�n Fr � MQDE il {Nti EQUATiON) Z= QOEB NOT APPLY MOQE Illm (NO EQUATION} Z= DOES NOT APPLY MODE IIIS [Eq. �1,3-g] Z=2K3 D IS Fem/(2+Re)3.2Ka 11�g MODE IV [Eq. 11.3-10] Z=2D`I(2 Fem Fyp)/(3(1 t Re))]"o/3.2 IC� 1362 INPUT VALUES 8�GEOMETRY D{IN)=0.5 BOLT DIAMETER tm(IN)=3.5 THICKNESS OF MAIN MEMBER ts{IN)=0.25 THICKNESS OF SIDE MEMBER FYb(PSI)=45000 BENDING YEILD STRENGTH pF BQLT Ferj(PSI)=4800 DOWEL BEARING STRENGTH(PARALLEL} Feperp�pS�I=2550 DOWEL BEARING STRENGTH(PERPENDICLUAR) Fem tP51)=3330.6122 DOWEL BEARlNG STRENGTH MAIN FeS(PSIj=87000 dOWEt BEAR{NG STRENGTH STEEL SIDE PL Re=4.03$2829 Fem/Fes Rt= 14 tm1t5 O(DEGREES)=45 MAK ANG�E OF LOAD TO GRAIN ANY MEMBRER Ko= 1.125 1 +{O�I 360°) K� = 0.2339624 [(Re+2Re2(4+R�+R�2�+R2Re3�o.s_RB{1+Ri)]/{i+Re) KZ= 0.508 (-�*[{2(1+R�.11*((2Fyn(1+2R,)D�;!(3Fh,�m°)11D5) K3= 10.30 (-�ili2(irRJlR�)*(f2F�,(2+Rt)DZ)/(3F.,��,a))I05I , 31620 23rd Ave.S.,Suite 321 Anderson-Peyton (253)941-9929 (253)941-9939 FAX Federal Way,WA 98003 Structurai Engineering Consullants Antlerson-Peyton T��1e� �Qb� 5iructural Engineers Dsgnr: Projeci Desc.: . Project Notes: ?rn?teC:2E�'JL"CJ10,i0A2P,hi - --�-- ---�----�-----..------.-. .--. -----------....._...__..-.�_,._.----- .-�-,. . - - ---- - -- -- - -. . ........... .::.-. ,:.... , .;..,�.....:..,,;:--,.,-,-,.�..:.-�;..:�:;:::b�.� , . . .:.., . f ,^, � ,�., nts - EB midm�roo beams. artme CG. 1Rec .ec6::�:: - Y I ekA S D 71 72 emCre ,:.... :...,:...:.. ... ::.,. `FIs. .t2 0 38 ,Y�? . 9 _:.... .. ;..: .....,... ,.......:.....:................,:;>.:..":a:<::::::::..::::..::..::::::.:..•.;:::.-:,::...,;:::;.:::.::::::;::::;:.,.;:. .:..:. :: .... ...................::;:,..::::;,.. .. ...., >.. . ..:....:.::::..:•.:........:.....,..:.:a;>.....: .:,...... P.:..........::..:...,,.:,.....,.... ,P..,.....,.... . , :.. _..,..,:.;:>:;�:;::..::::......:.......,:.,.:.: :;,....:...,,,.........:::.;..:..,., .. .. ,.:...............................:............;...,..,;.....::..:.......,.;...:.:...•:...,,, .. .,...:.:. ...::::::.::..:�;::::.,:>.: :..:...................... ... .. , .�......... ..,.,�.:::.:...:..:.:,�:...::�>::.:�.::.:�,.�;,:.:....�.�.... .,.,..... .:,.......�.�.,.,.::,..,::...... ....:.:...,.::.:.:�:;:�:.:?c;-.:;s.j��::�r.::�����.:r., ,.CD�Ut'i'ti'i.. . ...... ...... .... ......:.::::.-::;:::::;..::>::,:;;.:.:::;:.::,;:.:,.... �OOC�.. . . . . . .................. .... ..,:......,........,.... .. ... .. ,...._,. .. .... ... :...........:................ <�ENERCACGiiING:;:19B32010�:Ver..b:0:22:`:';,: ..::::.:::.::...:.:::::.::.:.:::::::::::.::.::..::::.:..:.�,.::.,...,.:::.,..:.:•....:......._:.................................,.,.......,.... . ........... ............. :.:..,..:..:•.�....,....:,::.:....::.:;..::.:..:.: t.11, • - 6 � " t � Description: Knee Brace Post(SW Corner) General Informatian Gode Ref: 2006 IBC,ANS!t AF&PA NDS-2005 Analysis Ntethod: Allowable Stress Design �Wood Section Name 4x6 End Fixiiies Tap&Bot#om Pinned Wood Gradinglf�anuf. Graded Lumber Overafl Co3umn Height 9.Q ft Wood MemberType Sawn (Used for non-slender•�alcetlations� Exact Widih 3.�p in Allowabie Stress Modification Factors Wood Species Hem Fir Exact Depth 5.50 in Ci or Cv for Bending 1.30 WoodGrade Na•2 Area 19.25Q in^2 CforCvforCompression 1.150 Fb-Tension 850.Q psi Fv ��p�p ps� �x 48.526 in"4 Cf or Cv torTension 1.30 Fb-Compr 850.0 psi Fi 525.0 psi �y 1 g.6�� in^4 Cm:Wet Use Facior 9.0 Fc-Prif 1,300.0 psi Density 27•70 pcf Ct:1'emperature Factor 1.0 Fc-Perp 405.0 psi Cfu:Flat Use Factor 1.0 E:Modufus of Elasiicity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 t��s��s.2 Basic 1,300.0 1,300.0 1,3d0.0 ksi Use Cr:Repetitive? YeS(���-9�C�%'JI Minimum 470.0 470.0 Brace condition for detfection{buckling}along columns: Load Combination 2006 ISC &ASCE 7-05 X-X(width)axis:Fully braced against buckfing a{ong X-X Axis Y-Y(depth)axis:Fully braced againsl buckEing along Y-Y Axis Applied Loads Service loads entered.Load Factors will be app{ied for caiculations. - --`...�_...._--�-----------_...__._...._...._�.�....._�.---- - ..� Column self weiqht included:33.327!bs*Dead Load Factor AXIAI.LOADS.. . Axiai Load at 9.0 ft,b=0.340,S=0.570 k Knee Brace:Axial Load at 4.50 ft,D=0.110,S=0.180 k BENDING LOADS.. . Knee Brace:Lat. Poinf Load at 4.50ft creatinq Mx-x,D=0.110,S=0.180 k Lat.Uniform Load creatinq Mx-x,W=0.0360 klft DESlGN SUMMARY Bending&Shear Check Results PASS Max.Axial+8ending Stress Rztio = 0.4406:9 Maximum SEf2VICE Lareral Load Reactions.. Load Combination +D+0.750L+0.750S+0.750W+H 7op along Y-Y 0,2170 k 8ottom afong Y-Y Q2170 k Governing NDS Formla Comp+Mxx, NDS Eq.3.9-3 Top along X-X 0.0 k Boriom along X-X D,0 k Location of max.above base 4.470 ft Maximum SERVlCE Load Lateral Deflections... A1 maximum location values are.., Along Y-Y -0.'1314 in ai 4.53� ft above base Applied Axial 1.046 k for load combination: p+1Jy,� Rppfied Mx -0.8209 k-ft Along X-X 0.0 in at 0.0 K above base Hpplied Nly 0.0 k-fl Fc:Alfowable 1,495.0 psi far load c�mbination:nla flther�acEors used ta calculate allowabie stresses... AASS Maximum 5hear Siress Ratio= 0.08450 :1 Bendinq Comaression Tension Load Combination +D+0.750L+d.750S+0.750W+H Cf or Cv;Size based factors 1,300 1.150 Location of max.above base 9.0 ft Applied 6esign 5hear 12.675 psi Allowable Shear 150.0 psi Load Combinati�n Results ^�_ .WH-..-H....M..� Maximum AxiaE+Bendinq Stress Ratios Maximum Shear Ratios Load Combination ____,.___ „_._.,,,,_ ,,,,,,,,�,,.,_Stress Ratio_ Siatus _ Locaiion _ _ Stress Ratio Status Locatian __---.- -.__W_._ __. _�._.._�_........._ +p Q.1318 PASS 4.47O ff Q.01905 PASS 4.470 ft +p+S+H 0.3487 PASS 4.470 ft 0.05022 PASS 9.0 ii +p+0,750L+0.75QS+H i7.2943 PASS 4.470 fl 0.04242 PASS 9.Q ft +p+�1r+ry 0.3269 PASS 4.470 fl 0.07515 PASS 0.0 ft +p+p,750Lr+0.750L-t0.75�W+H 0.2781 PASS 4.470(( 4A6113 PASS 9.0 ft +D+0.750L+0.750S�+-0.750W+H Q.4406 PASS 4.47Q ft 0.0845p PASS 9.Q ft +D+0.750L+0.750S+{}.5250E+H Q2943 PASS 4.470 ft 0.04242 PASS 9.0 ft +0.50D+W+H 02741 PASS 4.470 ft 0.06753 PASS 0.0 ft Antlerson-Peyton Title: Job# Structurai Engineers Dsgnr: Project Desc.: r Project Notes: " --.._.,_. .--------. ._._---- _..._._,_ <:,::.::�-.---:.:::..:.:::.:.::.::..:....... .... :.,.._.-rc:..—�,---::-.------ — - - - _ nrde � � 7 .. . . ............. ..:. ...,.�..........::,.......�.::,:�.:��'.:,:;�::::�.:a�:r:�:'.,�..::....:r...,::.:::.:>.::::.+.::;.C.;;�..,... .... � .. . .,..r- — -- — ....._».. .. .. .....:....:.. .. ti..: .....:................:....�.::�.:... ...;,.�. ... . — _ _ —_ >. . . ..:...............::.:..:::......:..::::.::><::;:..:::::;::::.,:;,,:;,.,.,;.;::�,:.;:::::;:::F,�: :�zoonoz-z �'`� ,:,::::•.:::.:;;:,:.:::.:.::::::;:;:.::... ............: ....... 38YeimGr�ekA..�roenis;GG`<:S£B' .<�,B..i(iri:.. >. .:•. .......... ......... .. .. ............... ....,:....:.....,:P.....::.,.........: Aa...,........( . )�., u.d. �(.tieariis:_:,..Irti iec 6kJ`;:....„ :..:.::�.;�.::... , .:........... ... .:..,:.;:.:;:..:>::::.. .::.........:.......:..::.......:.::..:.......................::::...:..:>:.:>;,..,..: .....:.....,........ _ ood .C.ol .... .... ..... ..... .. .. ...... :.........:.::.-::.... . .....:....:.:.::,.. 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Q:22;:;:: �•��' � • t t 6 � Description: Knee Brace Post(SGN Comer) `;:;.Maxiinum:Reactions:�:Unfacfored`:.::::::.:::.::::::::;;:;:::;:::::::::::;; Note:or,i non-zero reactions are listed. �..._�._:.;..— =— ---__......_.__— _----------_ .___._......�....�. ---..—....__ __ �—�_.. X-X Axis Reaction Y-Y Axis Reaction Load Combinetion @ Base @ Top @ 8ase @ Top _.--- --.._.......�....._.._-------------- ..._......._-- ------__ __......_._......_...._......_�..—.-----._........._......_...___ ..._.._._._...___._..__ D Oniy �,055 -D,055 S Oniy 0.090 -0.090 W Oniy 0.162 -0.162 D+S 0.145 -0,145 p+W 0.217 -0.217 Maximum Deflections for Load Combinations -Unfacfored Laads -.--_._.._._....___....__ --....._.__.__.... .____�.------ -- __--.---_....._..._.._.`---.--......._._._....__��__�._-- Load Combination Max,X-X Defiection Distance fviax.Y-Y Deflection Distance .._------------ __...._..______-__..._---- -...__-_--------- --....._.—_.�.._..---------------.......---�---------- D Only 0.0000 in 0.000 fi -0.001 in 9.000 ft S Only 0.0000 in O.DOQ ft -0.002 in 9.000 ft W Oniy 0.0000 in O.00Q ft -0.402 in 9,000 ft D+S 0.0000 in 0,00�ft -0.0�2 in 9.000 ft �+W 0.0000 in 0.000 ft -0.005 in 8.940 fl `:;Skefcli_es`:::::�::,:.';:;`.:::.:::::::::`:::.".;::;::;:;.:;:.;;:;: :::':�::':;::::: Y n5�Oq�.x Loads ._-�-......___ � __.._.. r i � � .�'`., r'arn.+ ,9 !_._.._.� ti# � m.a� S3 . :a ' rl �� � � . , '�''i ��'}j f�'A'd5�.�k :S � z 5 r -. �r" l''u... 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QQ' Z I�� � oa �.° , �W � i kNl OF- Y^�`"� U � �F � �Z . \ I � w n �� �� �i � CC i °tl1�w � �na �c Y-W � �, _ i i= i i _ F�� a` 3� � c. � �m�, �� `�----- -- ----i, � � \ r �� k' wa } � HU `a� I _ 3 < � a '�-'k----- a"'0 4 F- a� o�� �m _ . . � �i w o �fo � j 'm°O��< Y � - � wa�w w�°°i U wrv .�z� O _ac o'�o�as 3 � 3`J2� �z�w0 (� ayJ ax°z� � I � � wops:g-£lOZ'£0'�o%'31W 101d 6Mp'OOS-215 31NN 3lLi • ► � �' City of Yelm Permit ►vo.: 20130113 Community Development Department Issue Date: 5/17/2013 � (Work must be completed within 180 days) Building Division Phone: (360)458-8407 '"""""_°" Fax: (360)458-3144 Applicant: Name: CREEK ROAD MIXED USE- PHASE 1 Phone: 253-428-0800 Address: 240 STADIUM WAY S TACOMA WA 98402 Property Information: Site Address: 10520 CREEK ST SE, REC BLD Owner: BERG RESIDENTIAL Assessor Parcel No.: 64303400400, 501 Subdivision: Lot: &502 Contractor Information: Name: BERG RESIDENTIAL Phone: Address: 240 STADIUM WAY S TACOMA WA 98402 Contractor License No.: BERGRDL016RM Expires: 12/13/2011 Project Information: Project: NEW COMMERCIAL BUILDING Description of Work: CONSTRUCT RECREATION BLDG FOR EXIST.APARTMENTS& POOL Sq. Ft. per floor: First Heat Type(Electric, Gas, Other): Second Third Garage Basement Fees: Item Contractor Fees MECHANICAL BERG RESIDENTIAL $ 78.25 PLUMBING BERG RESIDENTIAL $ 76.00 NEW COMMERCIAL BUILDING BERG RESIDENTIAL $16,146.08 COMMERCIAL ADDITION BERG RESIDENTIAL 6/27/2013 $ 1,293.18 TOTAL FEES: $17,593.51 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 re lations including those governing zoning and land subdivision,and in addition,all covenants, easem t and restrictions of record. If applying as a contractor, I further certify that I am currently Final Inspection: register d i th ate of Washington. _..--- � _ � � _ I � Date: Signatt�r �- Date Firm By� � �� kt� ,... �CyL��S �.�� Cit� of Yelm (3� ) a5g-sao2 REC#: 00131458 6/28J2013 12�48 PM OPER; CQ TE�M: 001 REF#; mc TRAN: 33.00OU BUTLDrNG PERMITS 20130113 1,293.18CR CREEK ROAD MI?(ED USE _ pHASE 1 10520 CREEK 5t SE, kEC BLD Blp-COM2 1,293,18CR TENQEkED; 1,2g3,18 OTHER APPLIED: 1,293.18- CHANGE: 0,00 � CITY OF YELM COMMERCIAL BUILDING PERMIT APPLICATION FORM Project Address l�.S �C� C r r e l(.S i S� Parcel#: �v`'�3 G� �I (?C) `��d0 Zoning; �- -� Current Use: vkc�hfi Proposed Use: A �}� �New Construction �l� Re-Model/Re-Roof/Tenant Improvement `! Plumbing �; Mechanical �-,; Fire Prevent/Suppress/Alarm ❑ Other Project Description/Scope of Work: J�r s i�.,tl S�., ,.r m �.,� .n�:n l t� .�nt .. Project Value: �G, (�t�0 .+�,y� C Building Area(sq.ft) Parking Garage -- 1St Floor - 2"d Floor � 3`d Floor � Buiiding Height '� Are there any environmentally sensitive areas located on the parcel? If yes, a completed environmental checklist must accompany permit application. BUILDING OWNER/TENANT NAME: S E-(; �,nc;. CDDRESS` 1�1C S F-cc �.�,� W�,!� _S EMAIL , � STATE��ZIP ��i 17� TELEPHONE aS� - `'f�JS-U�U� ARCHITECT/ENGINEER ��C 9l;�.: LICENSE# ADDRESS EMAIL CITY M, h�v� STATE��ZIP TELEPHONE. a,S3 � `1S� �7�1�7 7 GENERALCONTRACTOR C,,;;�,h;,., �Pec,`lS �r,t. TELEPHONE 3 ,�- � �- �� > ADDRESS PC� CSe;�'1�l EMAIL :1 ' n • ,� ��,,+1 CITY C-�-,�bc •,u�.1c7 STATE��ZIP�'►k��.3 FAX — CONTRACTOR'S LICENSE# Ci�S i d�PIl1�tA,.EXP DATE CITY LICENSE#' �. c�.. � ., ��zc�5;! PLUMBfNGCONTRACTOR � TELEPHONE ADDRESS EMAIL CITY STATE ZIP FAX CONTRACTOR'S LICENSE# EXP DATE CITY LICENSE# MECHANICAL CONTRACTO TELEPHONE ADDRESS EMAIL CITY STATE ZIP FAX CONTRACTOR'S LICENSE# EXP DATE CITY LICENSE# Copy of City Mitigation documentation(TFC). I her y certify that the above information is correct and that the construction on,and the occupancy and the use of the ab e described property will be in accordance with the laws,rules and regulations of the State of Washington and the Cit o Yelm. 5 -�:t'� - �► -� Applicant's Signature Date Owner/Contractor/Owner's Agent/Contractor's Agent/Tenant (Please circle one.) All permits are non-transferable and will expire if work authorized by such permit is not begun within 180 days of issuance, or if work is suspended or abandoned for a period of 180 days 105 Yelm Auenue West � (360)458-3835 PO Box 479 (360)458-3144 FAX Yelm,WA 98597 www.ci.yelm.wa.us STATE ��� �F 4 � O y Q - S s ypZ C � 3y'�1889� STATE OF WASHINGTON D EPARTMENT OF HEALTH OFFICE OF EN�'IRONMENTAL HEAL"tH.SAFETY AND TOXICOLOGY June 25,2013 - Steve Berg 240 Stadium Way South Tacoma, WA 98402 SUBJECT: WATER RECREATION FACILITY CONSTRUCTION PLAN APPROVAL AT YELM CREEK DEVELOPMENT, 10520 CREEK STREET SOUTHEAST MILTON,THURSTON COLTNTY, STA'�'E OF WASHINGTON Dear Mr. Berg: The plans and specifications for Project# 2013021, for the construction of 1 Swimming Pool(s)and 1 Spa Pool(s),received in this office between May 17, 2013 and June 19, 2013, have been reviewed and, in accordance with the provisions of W'AC 246-260, are hereby APPROVED. As required in WAC 246-260-021 (6),upon completion of the construction and prior to use,the owner shall: a. Submit a construction report from the engineer or architect to the Thurston County Health Department and Department of Health(a copy of the form to be completed is enclosed). b. Contact the Thurston County Health Department at least five warking days before intended use of the facility. �, Obtain an operating permit through the Thurston County Health Department. This letter serves as a CONSTRUCTION PERMIT under the requirements of WAC 246-260-021 and RCW 70.90.160. WAC 246-260-021 (7)provides that this permit shall be valid for a period of eighteen months. Renewals may be granted by the department for a period of one year. It is the owner's responsibility to apply for a renewal. If you have any questions I can be reached at(360) 236-3386or paul.reeves@doh.wa.gov. Sincerely, `�� , Paul Reev Water Recreation Program Enclosures c: City of Yelm Building Department . Thurston County Health Department ECNW, Inc Custom Pools �-�,��F�V�� JUN 28 2013 1�Y:--- Project: Yeim Creek Development Date: May 9, 2013 Page: 1 10520 Creek Street SE Parcel No. 6430340-0400, 0501, 0502 ecnw Yelm, WA Contractor: Pieasure Pools &Spas Job No: 2131232 Engineer: Engineering Consultants Northwest Inc. Swimming Pool and Spa TABLE OF CONTENTS BASIS FOR DESIGN 2 POOL WALL ANALYSIS 3-5 STRUCTURAL DETAILS See Plans �. � . ����'F w�: � fti�'n f��`�C: ;�C. ��,,rv � �. "'�/ �y f � \ �� 2t4 S, , �, � k GIST.�1�'``' �tpti T ��?��'l 5•1't 13 C R L1D:\J O B S�2131232\CALC U LATI O N S Project: Yelm Creek Development Date: IV4ay 9, 2013 Page: 2 10520 Creek Street SE Parcel No. 6430340-0400, 050 eCjZ�'V Yelm, WA Contractor: Pleasure Pools &Spas Job No: 2131232 Engineer: Engineering Consultants Northwest Inc. BASIS FOR DESIGN BUILDING CODE: International Building Code, latest edition LOADS: Active Earth Pressure = 35 PCF (Equivalent Fluid Pressure) CONCRETE: Minimum 28 Day Strength =2500 psi REINFORCING: Bars#5 and Larger; FY=40000 psi Bars#3 and Larger; FY=40000 psi ASSUMPTIONS 1. Pool full case is okay by inspection. 2. Bars placed in the center of the wall. 3. Lap splices in reinforcing bars a. Non-contact splices shall have 2 inch minimum clear between bars. b. Contact splices must be constructed with the bars aligned so that a line through the center of the finro spliced bars is perpendicular to the surface of the concrete wali. CRL\D:WOB 5�2131232\CALC U LATIONS Project: Yelm Creek Development Date: May 9, 2013 Page: 3 10520 Creek Street SE Parcel No. 6430340-0400, 050 ecnw Yelm, WA Contractor: Pleasure Pools &Spas Job No: 2131232 Engineer: Engineering Consultants Northwest Inc. CASE ONE ANALYSIS Analyze the pool shallow end: Vertical Wall Height = 3.00 feet Radius = 0.33 feet Simplified Conservative 3.00 feet Depth Assumption: +0.33/2 feet 3.17 feet yh = 35 pcf(3.17 ft) = 110.78 psf P = 110.78 psf(3.17 ft)(1/2) = 175.3 plf y = 1/3 (3.17 ft)= 1.06 ft M,a = 1.06 ft(175.30 ft) = 184.9 Ib-ft/ft Determine the Ultimate Moment Mu: M u = 1.7 (184.9 I b-ft/ft) = 314.3 I b-ft/ft As = Area of steel per foot for#3 Bars at 10 inch spacing (A Bars) Rebar Cross-Sectional Area = 0.1104 square inches As = (0.1104 sq. inches) (12/10) = 0.1325 square inches/ft a = As FY = (0.1325) (40000) = 0.2078 inches 0.85 fo b 0.85 (2500) (12) Determine the Allowable Moment�MN: �MN = �As FY(d -a/2) = 0.90 (0.1325) (40000) (3-0.2078/2) (1/12)= 1151.2 Ib-ft/ft �MN > Mu 1151.2 > 314.3 OK Steel is acceptable for a wall height up to 3.33 feet Steel is also acceptabie for spas CRL\D:1J OBS\2131232\CALC U LATION S Project: Yelm Creek Development Date: May 9, 2013 Page: 4 10520 Creek Street SE Parcel No. 6430340-0400, 050 ecnw Yelm, WA Contractor: Pleasure Pools &Spas Job No: 2131232 Engineer: Engineering Consultants Northwest Inc. CASE TWO ANALYSIS Analyze the deep end of the pool (depth up to 8.50 feet) Vertical Wall Height = 4.00 feet Radius = 2.00 feet (8.50 feet to main drain) Simplified Conservative 4.00 feet Depth Assumption: +2.00/2 feet 5.00 feet yh = 35 pcf(5.00 ft) = 175.00 psf P = 175.00 psf(5.00 ft)(1/2) =437.5 plf y = 1/3 (5.00 ft) = 1.67 ft Ma, = 1.67 ft(437.50 ft) = 729.3 Ib-ft/ft Determine the Ultimate Moment Mu: Mu = 1.7 (729.3 Ib-ft/ft) = 1239.8 Ib-ft/ft Try using#3 Bars at 10 inches O.C. (A Bars) As = Area of steel per foot for#3 Bars at 10 inch spacing Rebar Cross-Sectional Area=0.1104 square inches As = (0.1104 sq. inches) (12/10) = 0.1325 square inches/ft a = As FY = (0.1325) (40000) = 0.2078 inches 0.85 fc b 0.85 (2500) (12) Determine the Allowable Moment�MN: �MN = �As FY(d -a/2) = 0.90 (0.1325) (40000) (3 -0.2078/2) (1/12)= 11512 Ib-ft/ft �MN > Mu 1151.2 < 1239.8 Not OK C RL\D:\JOBS�2131232\CALCU LATION S Project: Yelm Creek Development Date: May 9, 2013 Page: 5 10520 Creek Street SE Parcel No. 6430340-0400, 050 ecnw Yeim, WA Contractor: Pleasure Pools & Spas Job No: 2131232 Engineer: Engineering Consultants Northwest Inc. Try using#3 Bars at 5 inches O.C. (A Bars plus intermediate B Bars) As = Area of steel per foot for#3 Bars at 5 inch spacing Rebar Cross-Sectional Area= 0.1104 square inches As = (0.1104 sq. inches) (12/10) = 0.2649 square inches/ft a = As FY = (0.2649) (40000) = 0.4155 inches 0.85 f�b 0.85 (2500) (12) Determine the Allowable Moment�MN: �MN = �As FY(d -a/2) = 0.90 (0.2649) (40000) (3-0.4155/2) (1/12) = 2219.0 ib-ft/ft �MN > Mu 2219.0 > 1239.8 OK Steel is acceptable for a wall height up to 6.50 feet C R L1D:W O B S\2131232\CALC U LATI O N S 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Residential 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Residential Revised February 2011 Project Info Project Address Yelm Creek Deveiopment Date 6/24/2012 1052o Creek Street SE For Building Dept. Use Yelm,WA AppliCant Name: Custom Pools AppliCant Address: P.O.Box 77 Carbonado,WA 98323 Applicant Phone: (3so)e29-�o65 Project Description Pool and hydrotherapy spa for apartment complex Briefly describe mechanical system type and features. ❑� Includes Plans Drawings must contain notes requireing compliance with commissioning requirements-Section 1416 QQ Simple Svstem Q Complex System �Systems Analysis Compliance Option (See Decision Flowchart(over)for qualifications. Use separate MECH-SUM for simple&complex Equipment Schedules The following information is required to be incorporated with the mechanical equipment schedules on the plans. For projects without plans,fill in the required information below. Coolin E ui ment Schedule Equip. Equip Capacit� OSA CFM SEER Econmizer Heat ID Type Brand Name' Model No.� Btu/h or Econo? or EER IPLV3 Option or Recovery Exceptions Y/N Heatin E ui ment Schedule Equip. Equip Capacit� OSA cfm Heat ID Type Brand Name' Model No.' Btu/h or Econo? Input Btuh Output Btuh Efficiency4 Recovery Y/N H 1 Pentair t�astertemp a00 400000 400000 360000 90 N s 2 Pentair rrastertemp a0o 400000 400000 360000 90 N Fan E ui ment Schedule Equip. Equip ID Type Brand Name� Model No.' CFM Sp� HP/BHP Flow Controls Location of Service �If available. 2 As tested according to Table 14-1A through 14-1G. 3 If required. °COP, HSPF,Combustion Efficiency,or AFUE,as applicable. 5 Flow control types:variabie air volume(VAV),constant volume(CV),or variable speed(VS). 6 Exception number from Section 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Residential . • � � 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Residential Revised February 2011 ProjectAddress Yelm Creek Development Date 6/24/2012 Complete the following for all design A&B squirrel-cage,T-frame induction permanently wired For Building Department Use polyphase motors of 1 hp or more having synchronous speeds of 3600, 1800 or 1200 rpm(uniess one of the exceptions below applies). Motor Min.Nom. No. or Type Synch. Full load Location HP (open/closed) Description of Application or Use Speed E�ciency P 1 3/4 closed Pool Recirculation Pump 3600 86.�$ P 2 3�4 closed Spa Recirculation Pump 3600 8f>.�$ p 3 2 closed Spa Hydrotherapy Pump 3600 86.0$ '' �I�i;r�.c�t��3c�rz�natf�l-LaraciEfficiencies�`i:�As�ofi2Pi�l�t'itt `: 4 h9otcte� >�' E�lQSed E.b�rs Synchranous. ?,�00 1;�Q� 1,2Q� '�,�QO 1,8QQ 1r00 Exceptions: G .. iRRTyi'� 1. Motors in systems designed to use more t�latarHP than one speed of a multi-speed motor. 9.D i7.a �5.� 8�.� 77.4 8�.� �.� 2. Motors already included in the efficiency �s �,� �5.� &�.� �.0 E�.S �7:� requirements for HVAC equipment(Tables 14- 2.D �5.� �.� 87.5 ��.,� �.� S&;� 1A or 14-1B). 3.p �4;.� $�,� �3_� �.5 &�.� �.� 3. Motors that are an integral part(�.e.not c..p s,3�_� s�g.� g�.= 36.� 89.v �� easily removed and replaced)of specialized 7 5 �3.� �1.a �U2 ��.� �1•i �'i•Q process equipment(i.e.equipment which �q,fl ��.� �1.7 �1.7 �Q.2 91.7 9'I.0 requires a special motor,such as an explosion- ��.� ��,� ��.Q �1.7 51.D �2.4 �1.7 proof motor). ip.Q �1.p 9J,p g2.4 �1.Q ��.0 91.7 4. Motors integral to a listed piece of ��:� 51.7 �3.5 �3.D �1.7 ��.� �.0 equipment for which no qualifying motor has 3q:4 �1.7 ��.1 3�.0 �1.7 ��.� �.Q been approved(i.e. if the only U.L.listing for the �p.p g�.� rr-q,� g;.� ��.q ��.1 �r:.1 equipment is with a less-e�cient motor and 5p,0 �3.p �k.� �.1 9°.ti ��.� 5�.1 there is no energy-efficient motor option). c0:0 Y3.� �5.0 .�'r4.5 �3_� 9'�-.0 �=:� 7=:0 ��..5 �5.0 �4.� �''�.�a �`.� �•� For motors claiming an exception, list motor and 14O.fl �'�.s� �`.� �`.0 5�.1 ��.4 ?=:Q note which exception applies. 1G�.0 ��'..1 cc.,� 'sc.d ��.0' ���-,�," °c.0 1�Q.O ��.1 ?�v;3 �..� 'u�.Q c�`�, �.8 2Q0.0 S:.A 35.° 9�,.t 55;.� �'s.2 �.� ��6:0 ��.0 °�,S ��.� ��.5 9y.2 �.� �Q�'.Q� �4.4 ��-�:� �'��.•"z �`�4:� �7.�C ��-.$ 3�Q.�1' oc� �4� �c C. ��.� �.L �.S �OQ.O ��.& ��.8 �5.8 ��.�a �.'? �..� �S.�Q�.�' ��.� �a.c �.L 7�<�' �.� ,^�:� =ao.� �__.� �.z �.z ��.� �.z �-;� 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Residential � . . 2009 Washington State Energy Code Compliance Forms for Nonresidential and Muttifamily Residential Revised February 2011 ProjectAddress yelm Creek Development Date 6/24/2012 The following information is necessary to check a mechanical permit application for compliance with the mechanical requirements in the Washington State Nonresidential Energy Code. Applicability Code Location Building Department (yes,no,na) Section Component Information Required on Plans Notes HVAC REQUIREMENTS(Sections 1401-1424) 1411 Equipment Performance 1411.1 Minimum efficiency Equipment schedule with type,capacity,efficiency 1411.1 Combustion htg. Indicate intermittent ignition,flueldraft damper&jacket loss 1411.1 Air-cooled chiller Provide total air and water chiller capacity 1411.2.1 Water-cooled chiller Full-load and NPLV values adjusted for any non-standard conditions 1411.4 Pkg.elec.htg.&clg. List heat pumps on schedule 1411.5 Unenclosed Heat indicate radiant heat system and occupancy controls 1412 HVAC Controls 1412.1 Temperature zones Indicate locations on plans 1412.2 Deadband control Indicate 5 degree deadband minimum 1412.3 Humidity control Indicate humidistat 1412.4 Setback and Shutoff Indicate thermostat with 7 day program capability&required setback 1412.4.1 Dampers Indicate damper location,leakage rate,control type,8�max.leakage 1412.4.2 Optimum Start Indicate optimum staR controls 1412.5 Heat pump control Indicate heat pump thermostant&outdoor lockout on schedule 1412.6 Combustion heating Indicate modulating or staged control 1412.7 Balancing Indicate balancing features on pians 1412.8 Ventilation Control Indicate demand control ventilation for high-occupancy areas 1412.9 Loading Dock& Indicate enclosed loading dock 8�parking garage ventilation system Garage Ventilation activation and control method. 1422 Thermostat interlock Indicate thermostat interlock on plans 1432.2.1 Temperature Reset Indicate temperature reset method 1413 Air/Water Economizers 1412.1 Single zone systems Indicate multiple cooling stage control capability. 1413.1 Air Econo Operation Indicate 100%capability on schedule 1413.1 Wtr Econo Operation Indicate 100°/a capacity at 45 degF db&40 deg F wb 1413.2 Wtr Econo Document Indicate max.OSA condition for design clg load&equipment performance data. 1413.3 Integrated operation Indicate capability for partiai cooling 1413.4 Humidification Indicate direct evap or fog atomization w/air economizer 1414 Ducting Systems 1414.1 Duct sealing Indicate duct design pressures,sealing,and testing requirements 1414.1.2 Low press.duct test Indicate appiicabie low pressure duct systems shall be leak tested 1414.1.3 High press.duct test Indicate high pressure duct systems shall be leak tested,and identify the location of this ductwork on plans 1414.2 Duct insulation Indicate R-value of insulation on duct 1415 Piping Systems Yes 1415.1 Piping insulation Indicate R-value of insulation on piping 476 omp etion eqwrements 1416.3.2 System Balancing Indicate air and water system balancing requirements 1416.3.3 Functional Testing Provide sequence of operations and test procedures. 1416.3.4 Documentation Indicate O&M manuals,record drawings,staff training 1416.3.5 Comm.Report Indicate requirements for final commissioning report 1416.4 Compliance Chklist Submit to buiiding official upon substantial completion. Mechanical Summary Form Completed and attached. Equipment schedule with types,input/output, efficiency,cfm,hp,economizer � 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Residential • � . _ . � - � 2009 Washington State Energy Code Compliance Forms for Nonresidential and Muft'rfamily Residential Revised February 201'I ProjectAddress Yelm Creek Development Date 6/24/2012 The following information is necessary to check a mechanical permit application for compliance with the mechanical requirements in the Washington State Nonresidential Energy Code. Applicability Code Location Buiiding Department es no na Section Com onent information Re uired on Plans Notes SERVICE WATER HEATING AND HEATED POOLS(Sections 1440-1454) 1440 Service water htg. 1441 Elec.water heater Indicate R-10 insulation under tank 1442 Shut-off controls Indicate automatic shut-off of circulators or heat trace 1443 Pipe Insulation Indicate R-value of insulation on piping 1444 Pump Energy Indicate method of pump energy management(Sec 1438) 1445 Heat Recovery Indicate preheat capacity as%of peak service water demand. 1460 Heated Pools rro 1452 Heat Pump COP Indicate minimum COP of 4.0 yes 1452 Heater Efficiency Indicate pool heater efficiency specs ses 1453 Pool heater controls Indicate switch and 65 degree control specs Yes 1454 Pool covers Indicate vapor retardant cover specs Yes 1454 Pools 90+degrees Indicate R-12 pool cover specs N.a. 1455 Heat Recovery Indicate method and capacity of exhaust air temperature reduction COLD STORAGE(Sections 1460-1465) 1460 Cold Storage 1463 Evaporators Indicate motor type and speed control 1464 Condensors Indicate condenser cooling type,design wb temp and control 1465 Compressors Indicate design minimum condensing temp and control. If"no" is indicated for any item in Sections 1401-1424 or 1440-1465 , provide explanation: