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HomeMy WebLinkAbout2024 W 10th St Technical - BuildingTECI JNICAJ )0-60(\e/6' 2.02_4 i(A.&,\QA V orrnrc E 0 aV-ose Zesi��) In) 0 S O t -1ti o 8 p cxeS CONTACT Chad Gallauher ADDRESS: 2024 W 10th Street CITY STATE ZIP Port Angeles WA PHONE /FAX /MOBILE: 360 -457 3071 Delivery Address: 2024 W 10th Street Delivery City State,ZIP Port Angeles WA Contact/Phone: 360 -457 3071 County* Clallam Structure Type. Structure Designation Loading. Structure Data Material Data. Engineer Miracle Steel Corporation Design Calculations CUSTOMER. Chad Gallauher 5/22/07 Revised ground snow load from Job Number 429241 20 psf to 25 psf Straightwall 30 -10 Wind velocity Ground Snow Load Seismic Criteria 100 mph 25 psf Width 30.00 Eave Height 10.00 Bay Spacing 12.00 Roof Pitch /12 4 00 Length 36.00 98363 98363 Structural Steel ASTM A529 50 ksi Rods and flats ASTM A529 50 ksi Structural Tubing ASTM A500 46 ksi Light Gauge Steel ASTM A653 Grade 40 up to .048 ASTM A570 Grade 50 over 048 thickness High Strength Bolts ASTM A325 Lumber Purlins WWPA Spruce- Pine -Fir No. 2 or Equivalent Purlin Size 2x8 Girts WWPA Spruce- Pine -Fir No. 2 or Equivalent Girt Size 2x6 Design Notes: 1 Design per IBC INTERNATIONAL Building Code 2003 2. Load and Resistance Factor Design (LRFD) per AISC and AISI 3. The lateral stability of the trusses and columns has been assumed to be provided by the attached sheeting and siding materials 4 The foundation is the responsibility of the customer and shall be designed to meet local soil condi 1/4.4. r r •ort the design vertical and lateral forces EXPIRES 11 Ate 1 Basic Velocity Pressure Design Roof Live Load Design Dead Load Ss (Spectral response accel .2s) Ss (Spectral response accel 1.0s) 25.60 psf 30.00 psf 5.00 psf 1 462 0.663 STRUCTURE DESIGN CUSTOMER: JOB NO TYPE. DESIGNATION FILENAME. DIRECTIORY SUB_DIR: TRUSS INFORMATION Width Eave Height Chad Gallauher 429241 Straightwall 30 -10 T429241 TRUSS T30 30.00 10.00 DATE. 22- May -07 2:54 PM LENGTH: 36.00 WIND LOAD 18.50 psf LIVE LOAD• 30.00 psf Steel Spec:1 A529 1 Truss Data Design Effective Design Design Strength Length in. Strength Strength Part Designation ocatioi Qty Thick,in Area,in 2 Fy (ksi) Tension Como Q Section Bending L01 1Leg Outside SA151503 1 2 0.1875 1.06 50 47.60 24 1 36.8 1.000 0.21 9.36 LI1 1Leg- inside SA020203 1 2 01875 143 50 64.53 24 1 54.6 1.000 0.38 1710 RT1 Roof- -Top SA151503 1 2 0.1875 1.06 50 47.60 24 I 36.8 1.000 0.21 9.36 RB1 Roof -Bottom SA151503 1 2 01875 1.06 50 47.60 24 36.8 1.000 0.21 9.36 LC1 ILeg Connection SA252505 1 4 0.3125 5.88 50 264 46 18 239.8 1.000 1.93 86.76 PC1 'Peak Connection SA252505 1 4 0.3125 5.88 50 264 46 15 242.8 1.000 1.93 86.76 LX1 1Leg- continuaton SA151503 1 2 0 1875 1.50 50 67 49 16 58.3 1.000 0.28 12.52 BP11Leg BP105 1 1 0.6250 4.88 36 157.95 10 148.3 1.000 160 51.84 L3 1Leg SA151503 0 0 1875 0 00 50 0.00 0 0.00 1 000 0.00 0.00 L02 (Roof SA151503 0 0 1875 0.00 50 0.00 0 0 00 1.000 0.00 0.00 RT2 1Roof SA151503 0 0 1875 0.00 50 0.00 0 0.00 1.000 0 00 0.00 RB21Roof SA151503 0 01875 0.00 50 0.00 0 0.00 1.000 0.00 0.00 R4 'Roof SA151503 0 0.1875 0.00 50 0.00 0 0.00 1.000 0.00 0.00 LD11Leg- Diagonals I RD10 1 1 0.6250 0.31 50 13.82 16 6.06 1.000 0.04 1.83 LD2 1Leg- Diagonals RD10 2 1 0.6250 0.31 50 13.82 18 4.94 1.000 0.04 1.83 LD3 1Leg-Diagonals RD10 3 0 0.6250 0.00 50 0.00 0 0.00 100 0.00 0.00 LD4 'Roof diagonal RD10 4 0 0.6250 0.00 50 0.00 0 0.00 1 000 0 00 0.00 LD5Roof- diagonal RD10 5 1 0.6250 0.31 50 13.82 19 4 43 1.000 0 04 1.83 RD1 'Roof- diagonal RD12 1 1 0 7500 0.44 50 19.89 24 5.76 1 000 0 07 3.16 RD2 1Roof- diagonal RD12 1 2 1 0 7500 0 44 50 19.89 14 12.50 1.000 0.07 3.16 1 RD31Roof- diagonal RD12 1 4 0 0.7500 0.00 50 0.00 0 0.00 1.000 0.00 0.00 RD4 1Roof- diagonal RD12 1 5 0 0.7500 0.00 50 0.00 0 0.00 1.000 0 00 0.00 RD5 I RD12 1 5 0 0.7500 0.00 50 0.00 0 0.00 1.000 0.00 0.00 2 MIRACLE STEEL CORPORATION STRUCTURE LOADING Transverse Condition CUSTOMER: Chad Gallauher Job Number 429241 Str Type: Straightwall Str Code: 30 -10 Total Height 15 Mean Roof Height 12 Design CODE 1 ASCE 7 -02 Building Use 2 Normal Occupancy Exposure Category 3 C Open Terrain Terrain (snow) 1 Normal (Partially exposed) Thermal Condition 1 Normal Wind Criteria 1 ASCE 7 -02 Low -Rise Hurricane coastline 3 0.000 Snow Criteria 1 ASCE 7 -02 LIVE LOAD Roof Load Roof Coefficients Loaded Area 24.00 Windward Roof Leeward Roof Windward Zone 1E Leeward Zone 4E Wall Coefficients Note: The design roof Toad and design wind load are determined by comparing the input minimum design load with the calculated load condition based on input ground snow and wind velocity. Input Roof load 30.000 psf Input ground snow 25.000 psf Input Wind load 0.000 psf Input wind velocity 100.00 mph Design Roof Load 30.00 psf 1 Pressure Coefficients a= 3.00 E= 6.00 Roof Pitch h /L= 0.40 4/12 Angle= 18.44 3 DATE. 22- May-07 LENGTH: 36.00 WIND SPEED 100 mph Ground Snow Importance Thermal Roof Code Snow Snow pg Exposure Factor Factor Snow pf Factored Factored Type Criteria psf Ce 1 Ct psf times 1 6 times 0.5 ASCE 7 -02 ASCE 7 -02 25 1.000 1.0 1 00 17.50 28.00 8.75 Ignore snow calculations where not applicable Calculated value for pf 0.7 *pg *Ce *I *Ct Input Calculated Compare input roof live load versus calculated 30 17.50 Use 30 2:23 PM WIND LOADING Design Wind Pressure 18.50 psf ll Basic Velocity Pressure: Oz 00256* V' Wind Basic Design Code @ref.Ht Wind Velocity Kz Kd Importance Velocity Factored Factorea Type mph Criteria Pressure I Pressure timesl6 times0.8 Max Wind Load ASCE 7 -02 100 ASCE 7 -02 II 25.60 psf 1 0.850 0.85 1 18.50 29.59 14 80 Calculated Velocity Pressure 25.6 Positive Internal Negative Internal GCpf GCpf Gcpi GCpf GCpi Roof Load Gcpi GCpf GCpi Roof Load -0.69 -0.69 0.18 -0.87 386.20 -0.18 -0.51 226.39 -0 47 -0 47 0.18 -0.65 287.88 -0.18 -0.29 128.08 1.07 1.07 0.18 1.25 554.88 -0.18 -0.89 395.07 -0 67 -0.67 0.18 -0.85 378.79 -0.18 -0.49 218.98 LIB 0.833333333 Positive Internal Negative Internal GCpf GCpf Gcpi GCpf GCp/ Wall Load Gcpi GCpf GCpi Wall Load Windward 0.52 0.52 0.18 0.34 149.35 -0.18 0.70 309.15 Leeward -0 42 -0.42 0.18 -0.60 264.30 -0.18 -0.24 104 49 Windward Zone 1E 0.78 0.78 0.18 0.60 266.42 -0.18 0.96 426.23 Leeward Zone 4E -0.62 -0.62 0.18 -0.80 354.28 -0.18 -0.44 194 47 5/22/2007 2:46 PM File: S429241 1 STRUCTURE LOADING CUSTOMER: Chad Gallauher Job Number' 429241 LIVE LOAD Balanced Condition Roof Height He Roof Angle MIRACLE STEEL CORPORATION 5.00 18 44 degrees Note: The following values are for use in determining unbalanced snow condition ignore if not applicable W= 15 Eave to ridge distance L= 36.00 Roof Length parallel to ridgeline L/W 2.40 beta= 0.88 Eq 7.3 (ASCE 7 -02) Snow Density 17.25 (0.13 *pg +14) pf= 17.50 psf 0.7 *Ce*I *Ct *pg 26.25 psf 1.5pf /Ce (USE IF W =20) 30 19 psf 1.2 *(1 +beta /2) *ps /Ce (USE IF W >20) 5.25 psf 0.3 *pf /Ce windward Load Area 24 Horizontal Projection 22.77 Roof slope factor Cs 1 00 Roof Force 683.05 UnBalanced Snow (IFAPPLICABLE) Windward Side 0.00 Leeward Side 597.67 Eave 597.67 Ridge WIND FORCES (Break wind force into X and Y components for input into structural analysis program) Roof Forces Roof Load is normal to the surface Windward Roof Leeward Roof Windward Zone 1E Leeward Zone 4E Wall Forces 5/22/2007 2:46 PM Roof Pitch 4/12 Loaded Area 24.00 =Bay spacing lumber spacing =12 2 E zone calculation E 6.00 Portion of truss in e 0 Bay spacing 12 Regular portion /bay spacing 1 E portion /bay spacing 0 h /L= 0.40 Angle= 18.44 degrees 0.32 radians Roof Load Force X Force Y 386.20 122.13 366.38 287.88 -91.04 273.11 554.88 175.47 526.41 378.79 119 78 359.35 Wall angle= 0.00 Transverse Condition Roof Load Force X Force Y Windward 386.20 122.13 366.38 Leeward 287.88 -91.04 273.11 Wall Load Force X Force Y Windward 149.35 149.35 0.00 Leeward 264.30 264.30 0.00 4 1 (bay spacing x girt spacing) (load area x cos(roof slope) Roof Load Force X Force Y 226.39 71.59 214.77 128.08 -40.50 121.51 395.07 124.93 374.80 218.98 -69.25 -207 74 Wall Load Force X Force Y Wall Load Force X Force Y Windward 149.35 149.35 0.00 309.15 309.15 0.00 Leeward 264.30 264.30 0.00 104.49 104.49 0.00 Windward Zone 1E 266.42 266.42 0.00 426 23 426.23 0.00 Leeward Zone 4E 354.28 354.28 0.00 194 47 194 47 0.00 Roof Load Force X Force Y 226.39 -71.59 -214 77 128.08 -40.50 121.51 Wall Load Force X Force Y 309.15 309.15 0.00 104 49 104 49 0.00 File: S429241 2 STRUCTURE LOADING CUSTOMER: Chad Gallauher Job Number 429241 Str Type: Straightwall Str Code: 30 -10 Mean Roof Height 12 Design CODE 1 ASCE 7 -02 Building Use 2 Normal Occupancy Exposure Category 3 C Open Terrain Terrain (snow) 1 Normal Thermal Condition 1 Normal Wind Criteria 1 ASCE 7 -02 Hurricane coastline 3 0.000 Snow Criteria 1 ASCE 7 -02 WIND LOADING Roof Coefficients Loaded Area 24.00 Endwall Coefficients Longitudinal Condition DATE. 22 -May -07 2:58 PM LENGTH: 36.00 WIND SPEED 100 mph Design Wind Pressure 18.50 psf l Basic Velocity Pressure: Qz .00256* V Wind Basic Design Code @ref.Ht Wind Velocity Kz Kd Importance Velocity Factored Factored Type mph Criteria Pressure I Pressure timesl.6 times0.8 Max Wind Loa ASCE 7 -02 100 ASCE 7 -02 1125.60 psf i 0.850 0.85 1 18.50 29.59 14.80 j Pressure Coefficients a= 3.00 E= 6.00 Roof Pitch h /L= 0.40 h1B= 0.333333 4/12 Angle= 18.44 UB 0.83 B/L 1.20 Positive Internal Negative Internal GCpf GCpf Gcpi GCp -Gcpi Roof Load Gcpi GCp -Gcpi Roof Load Roof 2 -0.69 -0.69 0.18 -0.87 386.20 -0.18 -0.51 226.39 Roof 3 -0.37 -0.37 0.18 -0.55 -244 15 -0.18 -0.19 -84.34 Roof 2E 1.07 1.07 0.18 1.25 554.88 -0.18 -0.89 395.07 Roof 3E -0.53 -0.53 0.18 -0.71 315.17 -0.18 -0.35 155.37 Positive Internal Negative Internal GCpf GCpf Gcpi GCp -Gcpi Wall Load Gcpi GCp -Gcpi Wall Load Windward Endwall 0 40 0.40 0.18 0.22 97.66 -0.18 0.58 257 46 Leeward Endwall -0.29 -0.29 0.18 -0.47 208.63 -0.18 -0.11 -48.83 SideWall 1 -0.45 -0.45 0.18 -0.63 279.66 -0.18 -0.27 119.85 SideWall 4 -0.45 -0 45 0.18 -0.63 279.66 -0.18 -0.27 119.85 Wall 5E 0 61 0.61 0.18 0.43 190.88 -0.18 0.79 350 68 Wall 6E -0.43 -0.43 0.18 -0.61 270.78 -0.18 -0.25 110 98 Wall 1E -0.48 -0.48 0.18 -0.66 292.98 -0.18 -0.30 133.17 Wall 4E -0.48 -0.48 0.18 -0.66 292.98 -0.18 -0.30 133.17 5 SEISMIC DESIGN VALUES 429241 IBC Truss Seismic Use Group (Table 9.1.3) Ss (Spectral response acceleration) .2s 1 46 S1 (Spectral response acceleration) 1.0s 0.66 Fa (site coefficient) 1.00 Table 1615.1.2(1) Fv 1.50 Table 1615.1.2(2) Soil Profile Type D Importance I 1 Snow Reduction Factor 0.2 P 1 Spectral Response Paramenters Seismic Design Category STRUCTURE WEIGHT Sms 1 462 Fa*Ss Eq. 16-16 Sm 1 0.9945 Fv'S 1 Eq. 16 -17 Sds 0.97466667 2Sms/3 Eq. 16-18 Sd1 0.663 2Sm1/3 Eq. 16 -19 D Building width 30 Length 36.00 Eave Height 10 Bay 12 Truss Endwall Sidewall area 240.00 120.00 Roof area 379.47 189.74 Endwall area 375.00 TOTAL 619.47 684 74 Dead Loac (Area'DL) 5 psf 3097.37 lbs. 3423.68 lbs. Total Snow Load 0.00 0.00 0.00 Reduced Snow load 0.00 lbs. 0.00 lbs. TOTAL W 3097.37 lbs. 3423.68 lbs. Structure Total Trusses 6194.73 Endwalls 6847.37 Total 13042.10 SEISMIC DESIGN VALUES 429241 Minimum Lateral Force (All Structures) 130.42 (0.01`W) Structure Period Ta= Ct *h ^3/4 Vertical Effect 0.2'Sds 0.195 Longitudinal Transverse Seismic Response Seismic Response Truss Endwall Structure Height 15 Ct 0.020 Ta Ct•h ^(3/4) 0.152 (Braced Frame) Response Modification Coefficient R System Overstrength Factor Wo Cs= Sds'I /R Cs= 0.195 ASCE 9.5.5.2.1 -1 Need not exceed Cs= Sd1'I /(RT) Cs= 0.870 ASCE 9.5.5.2.1 -2 Use 0.195 Shall not be less than Cs 0.044 *Sds`I V Carried by bracing 2places Cs= 0.195 2542.34 1271 17 (Braced frame and ordinary moment frame) Response Modification Coefficient R 3.5 Deflection Amplification Factor Cd 3 Cs= Sds *l /R Cs= 0.278 ASCE 9.5.5.2.1 1 Need not exceed Cs= Sd1'I /(RT) Cs= 1.243 ASCE 9.5.5.2.1 -2 Use 0.278 Shall not be less than Cs 0.044 *Sds *I 0.043 ASCE 9.5.5.2.1 3 Cs= 0.278 System Overstrength Factor Wo 3 Weight/truss 3097.37 V 862.5429 V' Omega 2587.629 System Overstrength Factor Wo 2 Weight/endwall 3423.68 V 953.4143 (carried by bracing) V' Omega 1906.829 5 2 0.043 ASCE 9.5.5.2.1 3 429241 CHAD GALLAUHER 30 -10 PORT ANGELES, WA Colwood Oak Bay Esquimalt 1p C O L U M B I A Victoria Va❑rouVe 1'Wand Metchosin Crescent Sooke Basin B .R 'I T I S H 14 Becher Bay S t r a i t of J u a n de F u .c a ;Soo idmou: i it Port Angeles C "L AL LA -M zo unlz Olympic National -Park J E F F E R S O N Cameron'Creek ;tit) Agnew 101 ake Crescent Sequim Barnes Creek Dungeness Lake Mitts Sol Duc q W A S H I N G T O N Eiwha. Olympic National Forest )cunt :n n?:e Buckhorn Wilderness Sequim By .Tut t1 SAN JUAN 101 Discovery Bay Mc T wr Tunnel Creek aikcr O mi 5 10 15 20 Copyright ©1988 -2003 Microsoft Corp. and /or its suppliers. All rights reserved. http /www.microsoft.con streets Copyright 2002 by Geographic Data Technology Inc. All rights reserved. 2002 Navigation Technologies. All rights reserved. This data includes information taken with permission from Canadian authorities ©1991 -2002 Government of Canada (Statistics Canada and /or Geomatics Canada), all rights reserved. Endwall Column Design 429241 FEW Item 4 Designation C814 Type Height Depth Gauge Fy Length Longitudinal Wind Component Check Case 1 Wind Posit 2 3 4 5 6 7 Wind NegE 8 9 10 11 12 13 C 8 3 14 50 135 Main Wind Force Check Transverse Wind Maximum Moments Moment (pos_int) Moment (neg_int) Axial Load transverse wind Axial Load longitudinal wind Description LL DL LL+DL+WIND(windward) LL +DL +WIND(Leeward) LL+DL+WIND(windward) LL +DL +WIND(leeward) DL +WIND(windward) DL +WIND(leeward) LL +DL +WIND(windward) LL +DL +WIND(Leeward) LL +DL +WIND(windward) LL +DL +WIND(leeward) DL +WIND(windward) DL +WIND(leeward) 1 LL DL Wind Posit 2 LL +DL +WIND 3 LL +DL +WIND 4 DL +WIND Wind Neg 5 LL +DL +WIND 6 LL +DL +WIND 7 DL +WIND Axial- Tension (kips) Axial Compression (kips) Bending- Positive (k -in) Bending negative (k -in) PE (kips) GCp -Gcpi -0.630 -0.270 Moment (windward) 0.580 Moment (leeward) -0.470 Effective Wind Area 128.25 ft2 GCp -Gcpi Moment (windward) 0.984 Moment (leeward) 1.084 Live Load Factored Factor Live Load 1 6 3114 72 1 6 3114 72 1 6 3114 72 0.5 973.35 0.5 973.35 0 0.00 0 0.00 1 6 3114 72 1 6 3114 72 0.5 973.35 0.5 973.35 0 0 00 0 0 00 Live Load 1.6 3114 72 1.2 1 6 3114 72 1.2 0.5 973.35 1.2 0 0.00 0.9 1 6 3114 72 1.2 0.5 973.35 1.2 0 0.00 0.9 9 Design Strength 53.34 C2 -1 25 C4 103 C3.1 1 103 C3.1 1 178.13 C5.5 Moment -25.22 K -IN 10.81 23.22 18.81 Moment 39 40 -43.41 Dead Factored Load Factor Dead Load 1.2 389.34 1.2 389.34 1.2 389.34 1.2 389.34 1.2 389.34 0.9 292.00 0.9 292.00 1.2 389.34 1.2 389.34 1.2 389.34 1.2 389.34 0.9 292.00 0.9 292.00 Dead Load 389.34 389.34 389.34 292.00 389.34 389.34 292.00 Roof Wind Area Live Load Wind Load Dead Load Column Spacing (ft) (wl ^2/8) Factored (1 6`moment) 63.04 OK -69 45 OK Wind Load Factored 68.4 30 00 psf 18.50 psf 5.00 psf 11 4 Factor Wind Load Total 0 0 00 3504 06 0.8 1200.20 2303.85 0.8 819.31 2684 74 1 6 2400 41 1037 72 16 1638.63 275.94 1 6 2400 41 2108.40 1.6 1638.63 1346.62 0.8 854.55 2649.51 0.8 473.66 3030.40 1.6 1709.09 346.40 1 6 947.31 415.38 1 6 1709 09 1417.09 1.6 947.31 655.31 Wind Load Total 0 0 00 3504 06 0.8 835.34 2668.71 1 6 1670 68 308.00 1 6 1670 68 1378.68 0.8 -489 68 3014.37 16 979.37 383.32 16 979.37 687.36 Endwall Column Design 429241 FEW Item 4 Type C Height 8 Depth 3 Gauge 14 FY 50 Length 135 Transverse Wind Axial Bending Amplification Combined Case Axial Moment Ratio Ratio Factor Ratio 1 3.50 0 00 0 138 0.000 1 000 0 138 2 2.30 20.17 0.091 0 195 1 000 0.286 3 2.68 2017 0.106 0 195 1 000 0.301 4 1.04 32.78 0.019 0.317 1.000 0.337 5 -0.28 32.78 0.005 0.317 1.000 0.323 6 2.11 32.78 0.040 0.317 1.000 0.357 7 1.35 32.78 0.025 0.317 1.000 0.343 8 2.65 -8.65 0.104 0.084 1.000 0.188 9 3.03 -8.65 0.119 0.084 1.000 0.203 10 -0.35 14 05 0.006 0.136 1 000 0.143 11 0 42 14 05 0.016 0 136 1 000 0.152 12 142 14.05 0.027 0.136 1.000 0.163 13 -0 66 14 05 0 012 0.136 1.000 0.148 Amplification Factor= Cm /(1 -P /0.85 *PE) Longitudinal Wind Axial Bending Amplification Combined Case Axial Moment Ratio Ratio Factor Ratio 1 3.50 0 00 0.138 0.000 1.000 0.138 2 2.67 18.57 0.105 0 180 1 000 0.285 3 -0.31 3018 0.006 0.292 1.000 0.298 4 1.38 3018 0.026 0.292 1 000 0.318 5 3.01 15.05 0.119 0146 1.000 0.264 6 0.38 24 46 0.015 0.237 1.000 0.252 7 -0 69 24 46 0.013 0.237 1.000 0.250 Endwall Column Design 429241 REW Item 3 Designation C814 Type Height Depth Gauge Fy Length Main Wind Force Check Transverse Wind Maximum Moments Moment (pos_int) Moment (neg_int) Longitudinal Wind Component Check C 8 3 14 50 109 Axial Load transverse wind Axial Load longitudinal wind 1 LL DL Wind Posit 2 LL +DL +WIND 3 LL +DL +WIND 4 DL +WIND Wind Neg< 5 LL +DL +WIND 6 LL +DL +WIND 7 DL +WIND Axial- Tension (kips) Axial Compression (kips) Bending- Positive (k -in) Bending negative (k -in) PE (kips) GCp -Gcpi -0.630 -0.270 Moment (windward) 0.580 Moment (leeward) -0.470 Effective Wind Area 45.41667 ft2 GCp -Gcpi Moment (windward) 1.064 Moment (leeward) 1 164 11 Design Strength 53.34 26 103 103 273.24 Live Load Factored Dead Load Case Description Factor Live Load Factor 1 LL DL 1 6 1366.10 1.2 Wind Posit 2 LL +DL +WIND(windward) 1 6 1366:10 1.2 3 LL +DL +WIND(Leeward) 1 6 1366.10 1.2 4 LL +DL +WIND(windward) 0.5 426.91 1.2 5 LL +DL +WIND(Ieeward) 0.5 426.91 1.2 6 DL +WIND(windward) 0 0.00 0.9 7 DL +WIND(leeward) 0 0.00 0.9 Wind Nega 8 LL +DL +WIND(windward) 1 6 1366.10 1.2 9 LL +DL +WIND(Leeward) 1 6 1366.10 1.2 10 LL +DL +WIND(windward) 0.5 426.91 1.2 11 LL +DL +WIND(leeward) 0.5 426.91 1.2 12 DL +WIND(windward) 0 0.00 0.9 13 DL +WIND(leeward) 0 0.00 0.9 Live Load 1 6 1366.10 1.2 1 6 1366.10 1.2 0 5 426.91 1.2 0 0.00 0.9 1 6 1366.10 1.2 0 5 426.91 1.2 0 0.00 0.9 C2 1 C4 C3.1 1 C3.1 1 C5.5 Moment 7.21 K -IN -3.09 6.64 -5.38 Moment 12.18 13.32 Factored Wind Load Factored Dead Load 170.76 170.76 170.76 170.76 170.76 128.07 128.07 170.76 170 76 170.76 170.76 128.07 128.07 Roof Wind Area Live Load Wind Load Dead Load Column Spacing (ft) (wI ^2/8) 30 30.00 psf 18.50 psf 5.00 psf 5 Factored (1.6'moment) 19 48 OK 21.31 OK Factor Wind Load Total 0 0 00 1536.87 0.8 526.41 1010.46 0 8 359.35 1177.52 16 1052.81 455.14 1 6 718.70 121.03 1.6 1052.81 -924 74 1.6 718.70 590.62 0.8 374.80 1162.07 0.8 -207 74 1329 12 1 6 749 60 151.93 1.6 415.49 182.18 1 6 749 60 621.53 1 6 415.49 -287 42 Dead Load Wind Load Total 170.76 0 0.00 1536.87 170 76 0.8 366.38 1170.49 170 76 1.6 732.76 135 09 128.07 1 6 732.76 604.68 170 76 0.8 214 77 1322.09 170 76 1 6 -429 55 168.12 128.07 1.6 429.55 301 47 Endwall Column Design 429241 REW Item 3 Type C Height 8 Depth 3 Gauge 14 FY 50 Length 109 Transverse Wind Axial Bending Amplification Combined Case Axial Moment Ratio Ratio Factor Ratio 1 1.54 0.00 0.059 0 000 1 000 0.059 2 101 5.77 0.039 0.056 1 000 0.095 3 118 5.77 0.045 0.056 1 000 0.101 4 -0.46 -9.37 0.009 0.091 1.000 0.099 5 -0 12 -9.37 0.002 0 091 1.000 0.093 6 -0.92 -9.37 0.017 0.091 1 000 0.108 7 -0.59 -9.37 0 011 0.091 1.000 0.102 8 1 16 2.47 0 045 0.024 1 000 0.068 9 1.33 2.47 0 051 0.024 1 000 0.075 10 -0 15 -4.02 0.003 0.039 1 000 0 042 11 0.18 -4 02 0.007 0.039 1 000 0.046 12 -0 62 -4.02 0 012 0.039 1 000 0 051 13 -0.29 -4.02 0 005 0.039 1 000 0.044 Amplification Factor= Cm /(1 -P /0.85 *PE) Longitudinal Wind Case Axial Moment 1 1 54 0.00 2 1 17 5.31 3 -0 14 8.63 4 -0 60 8.63 5 1 32 -4.30 6 0.17 -6.99 7 -0.30 -6.99 Axial Bending Amplification Combined Ratio Ratio Factor Ratio 0 059 0.000 1 000 0.059 0 045 0.051 1.000 0.096 0 003 0.084 1 000 0.086 0.011 0 084 1 000 0.095 0 051 0.042 1.000 0.092 0.006 0.068 1 000 0.074 0.006 0.068 1.000 0.073 Endwall Column Design 429241 REW Item 4 Case 1 Wind Posit 2 3 4 5 6 7 Wind Neg 8 9 10 11 12 13 Longitudinal Wind Component Check Designation C814 Type C Height 8 Depth 3 Gauge 14 Fy 50 Length 147 Main Wind Force Check Transverse Wind Maximum Moments Moment (pos_int) Moment (neg_int) Axial Load transverse wind Axial Load longitudinal wind Moment (windward) Moment (leeward) Effective Wind Area Moment (windward) Moment (leeward) Description LL DL LL +DL +WIND(windward) LL +DL +WIND(Leeward) LL +DL +WIND(windward) LL +DL +WIND(leeward) DL +WIND(windward) DL +WIND(leeward) L L +D L +WIND (windward LL +DL +WIND(Leeward) LL +DL +W I N D(windward) LL +DL +WIND(leeward) DL +WIND(windward) DL +WIND(Leeward) 1 LL DL Wind Posit 2 LL +DL +WIND 3 LL +DL +WIND 4 DL +WIND Wind Negs 5 LL +DL +WIND 6 LL +DL +WIND 7 DL +WIND Axial- Tension (kips) Axial Compression (kips) Bending- Positive (k -in) Bending negative (k -in) PE (kips) GCp -Gcpi -0.630 -0.270 0.580 -0.470 122.5 ft2 GCp -Gcpi 0.988 1.088 Live Load Factored Dead Load Factor Live Load Factor 1 6 2732.21 1.2 1 6 2732.21 1.2 1.6 2732.21 1.2 0.5 853.81 1.2 0.5 853.81 1.2 0 0.00 0.9 0 0.00 0.9 1 6 2732.21 1.2 1.6 2732.21 1.2 0.5 853.81 1.2 0 5 853.81 1.2 0 0.00 0.9 0 0.00 0.9 Live Load 1 6 2732.21 1.2 1 6 2732.21 1.2 0.5 853.81 1.2 0 0.00 0.9 1.6 2732.21 1.2 0 5 853.81 1.2 0 0.00 0.9 13 Design Strength 53.34 C2 1 25 C4 103 C3.1 1 103 C3.1 1 150.23 C5.5 Moment 26.23 K -IN 11.24 2415 19.57 Moment 41 13 -45.29 Factored Wind Load Factored Dead Load 341.53 341.53 341.53 341.53 341.53 256.14 256.14 341.53 341.53 341.53 341.53 256.14 256.14 Dead Load 341.53 341.53 341.53 256.14 341 53 341.53 256.14 Roof Wind Area Live Load Wind Load Dead Load Column Spacing (ft) (wI ^2/8) 60 30.00 psf 18.50 psf 5.00 psf 10 Factored (1.6 *moment) 65.80 OK 72.47 OK Factor Wind Load Total 0 0.00 3073.73 0.8 1052.81 2020.92 0.8 718.70 2355.04 1.6 2105.62 910.28 16 1437.39 242.05 1.6 2105.62 1849 48 1 6 1437.39 1181.25 0.8 749 60 2324 13 0.8 415.49 2658.25 16 1499.20 303.86 16 830.98 364.37 1.6 1499.20 1243.06 16 830.98 574.83 Wind Load Total 0 0.00 3073.73 0.8 732.76 2340.98 1 6 1465.51 270 17 1 6 1465.51 1209.37 0 8 429.55 2644 19 16 859.09 336.25 16 859.09 602.95 Endwall Column Design 429241 REW Item 4 Type C Height 8 Depth 3 Gauge 14 FY 50 Length 147 Transverse Wind Axial Bending Amplification Combined Case Axial Moment Ratio Ratio Factor Ratio 1 3.07 0.00 0 124 0.000 1.000 0 124 2 2.02 20.98 0.082 0.203 1.000 0.285 3 2.36 20.98 0.095 0.203 1.000 0.298 4 -0.91 3410 0.017 0.330 1.000 0.347 5 -0.24 3410 0.005 0.330 1.000 0.335 6 1.85 3410 0.035 0.330 1.000 0.365 7 118 3410 0.022 0.330 1.000 0.352 8 2.32 -8.99 0.094 0.087 1 000 0.181 9 2.66 -8.99 0.107 0.087 1.000 0.194 10 -0.30 14 61 0 006 0.141 1 000 0 147 11 0.36 14.61 0.015 0141 1000 0156 12 1.24 14.61 0 023 0.141 1 000 0 165 13 -0.57 14 61 0.011 0.141 1 000 0 152 Amplification Factor= Cm /(1- P /0.85`PE) Longitudinal Wind Axial Bending Amplification Combined Case Axial Moment Ratio Ratio Factor Ratio 1 3.07 0 00 0.124 0.000 1.000 0 124 2 2.34 19.32 0.094 0.187 1.000 0.281 3 -0.27 31.39 0.005 0.304 1 000 0.309 4 1.21 31.39 0.023 0.304 1 000 0.327 5 2.64 15.65 0.107 0.152 1 000 0.258 6 0.34 25.44 0.014 0.246 1.000 0.260 7 -0 60 25.44 0.011 0.246 1.000 0.258 Endwall Rafter Design 429241 Type C Design Strength Height 8 Bending- Positive (k -in) 103.28 (C3 1 1) Depth 3 Bending negative (k -in) 103.28 (C3 1 1) Live Load 30.00 psf Gauge 14 Wind Load 18.50 psf Fy 50 ksi Dead Load 5 00 psf Length 123 0 (Length is max. span in inches) Roof Span (ft) 6 Moment Calculation Treat Maximum span as simple beam Moment= w1^2/8 Dead Load Live Load Wind Load Moments Dead Load Area Load Load /ft Moment 5 00 psf 61.50 307.50 0 03 4 73 Live Load Area Load Load /ft Moment 30.00 psf 58.34 1750.32 0 171 26.91 Wind Load Area Load Load /ft Moment Max Pos. -0 87 18 50 psf 61 50 -989 63 -0 097 15.22 Max Neg -0.51 18 50 psf 61 50 580 13 -0 057 -8.92 Live Load Factored Dead Factored Wind Factored Load Load Case Description Factor Live Load Factor Dead Load Factor Wind Load Total 1 LL DL 1 6 43 06 1.2 5 67 0 0 00 48 73 Positive 2 LL +DL +WIND(windward) 1.6 43 06 1.2 5.67 0.8 12.17 36.56 3 LL +DL +WIND(Leeward) 1 6 43 06 1.2 5.67 0 8 12 17 36.56 4 LL +DL +WIND(windward) 0.5 13 46 1.2 5 67 1 6 24.34 -5.22 5 LL +DL +WIND(leeward) 0.5 13 46 1.2 5 67 1 6 24.34 -5.22 6 DL +WIND(windward) 0 0 00 0.9 4.26 1 6 24 34 20 09 7 DL +WIND(leeward) 0 0 00 1.2 5 67 1 6 24.34 18 67 Negative 8 LL +DL +WIND(windward) 1 6 43.06 1.2 5 67 0.8 7 14 41.60 9 LL +DL +WIND(Leeward) 1 6 43.06 1.2 5 67 0 8 7 14 41 60 10 LL +DL +WIND(windward) 0.5 13 46 1.2 5 67 1 6 14.27 4.86 11 LL +DL +WIND(leeward) 0.5 13 46 1.2 5 67 1 6 14.27 4.86 12 DL +WIND(windward) 0 0.00 0.9 4.26 1 6 14.27 10 02 13 DL +WIND(leeward) 0 0 00 0.9 4.26 1 6 14.27 10 02 15 GIRT CHECK Select species Wind 429241 Based on actual requirements (Treat as uniformally loaded simple beam) Moment wI ^2/8 Deflection 5w1^4/384EI Species /Grade WWPA Spruce- Pine -Fir No. 2 Fb 775 psi Size 2x6 Cf 1.3 Size Factor Cr 1 15 Repetitive use factor Fb' =Fb Cf Cr *Cd Fb' 1158 625 psi (Normal) Cd 1 1332 psi (Snow) Cd 1 15 1854 psi (Wind) Cd 1.6 E 1100000 psi I 20.80 IN4 S 7 56 IN3 Velocity Pressure 25.60 Kz 0.85 0 Kd 0.85 I 1 w 1 Wind factor per section 1605 3.2. GCp -Gcpi Input Span Override span Spacing w 1 160 12.00 ft 0 00 ft 144 in 2ft -42.90 #/ft 3.57 /in Moment (wI ^2/8) 0 125 9266.38 f 1225 71 Deflection (5w1 ^4/384E1) (BASED ON 0 7 *Component wind table 1604.3 note f) -0.61 L/240 0 6 L/120 1.2 (Use for overriding input) 1854 OK Purlin CHECK Select species Species /Grade WWPA Spruce- Pine -Fir No. 2 Size 2x8 Fb 775 psi (Normal) Cf 1.2 Size Factor Cr 1 15 Repetitive use factor Fb' Fb Cf Cr Cd Fb' 1069.5 psi (Normal) Cd 1 1230 psi (Snow) Cd 1 15 1711 psi (Wind) Cd 1.6 E 1100000 psi I 47 64 IN4 S 13 14 IN3 Wind Velocity Pressure 25.60 Ce 0 85 0 Kd 0 85 1 w 1 (Wind factor to adjust wind per 1605.3.2 GCp -Gcpi 1 012 Input Span 12 ft Override Span 0 ft 144 in Spacing 2 ft Pitch 4 /12 Angle 0.321751 rad 18 43514 degrees Cos(angle) 0.948683 w -37 43 #/ft 3 12 /in Dead Load 5 psf w 10 #/ft 0 83 /in Live Load 30 w 56 92 #/ft 4 74 /in Check Two conditions 1 DL +LL 2 DL +W 429241 Base on actual requirements (Treat as uniformally loaded simple beam) Moment w1^218 Deflection 5w1^4/384E1 CASE Moment f =Mom /S Allowable Deflection L/180 L/240 1 14454.94 1100 07 1230 OK 0 60 0.8 0 6 2 5925 16 450.93 1711 OK -0.24 0 8 0 6 17 Frame Result Summary File Filename T429241 Directory k \str_data \TRUSS \T30 \T429241 rex Analysis Performed 05/22/07 14 53 48 Title Data 429241 CHAD GALLAUHER 30 -10 Load ID 1 Load ID 2 Load ID 3 Load ID 4 Load ID 5 Load ID 6 Load ID 7 Load ID 8 Load ID 9 Load ID 10 Load ID 11 Load ID 12 Load ID 13 Load ID 14 Load ID 15 Load ID 16 Load ID 17 Load ID 18 Load ID 19 Load ID 20 Load ID 21 Load ID 22 Section Type Design Strength Axial Tension Axial Comp Moment Section Type Design Strength Axial Tension Axial Comp Moment Section Type Design Strength Axial Tension Axial Comp Load Tag DL Load. Tag SL Load Tag SL2 Load Tag EH Load Tag WIP Load Tag WIM Load Tag C3 Load Tag C3I1 Load Tag C4I1 Load Tag C3I2 Load Tag C4I2 Load Tag UC3 Load Tag UC3I1 Load Tag UC4I1 Load Tag UC3I2 Load Tag UC4I2 Load Tag EH1 Load Tag EH2 Load Tag EM1 Load Tag EM2 Load Tag WIND1 Load Tag WIND2 LOl LIl RT1 47 60 kip 36 84 kip 9 36 kip -in 64 53 kip 54 56 kip 17 10 kip -in 47 60 kip 36 84 kip Load Case No Member No Joint No Axial Force Shear Force Moment Ratio Load Case No Member No Joint No Axial Force Shear Force Moment Ratio Load Case No Member No Joint No Axial Force Shear Force 18 7 5 14 20 20 kip (tension) 0 04 kip 0 96 kip -in 0 52 7 65 75 27 70 kip (comp) -0 07 kip -1 76 kip -in 0 60 7 115 114 20 93 kip (tension) 0 08 kip Moment Section Type RB1 Section Type LC1 Section Type PC1 Section Type LX1 Section Type BP1 9 36 kip -in Moment Ratio Load Case No 7 Member No 130 Design Strength Joint No 129 Axial Tension 47 60 kip Axial Force 22 81 kip (comp) Axial Comp 36 84 kip Shear Force 0 02 kip Moment 9 36 kip -in Moment -0 52 kip -in Ratio 0 67 Load Case No 7 Member No 28 Design Strength Joint No 26 Axial Tension 264 46 kip Axial Force 24 35 kip (comp) Axial Comp 239 75 kip Shear Force 0 04 kip Moment 86 76 kip -in Moment -0 95 kip -in Ratio 0 06 Load Case No 7 Member No 240 Design Strength Joint No 107 Axial Tension 264 46 kip Axial Force 9 24 kip (tension) Axial Comp 242 77 kip Shear Force 0 00 kip Moment 86 76 kip -in Moment 0 00 kip -in Ratio 0 02 Load Case No 7 Member No 241 Design Strength Joint No 26 Axial Tension 67 49 kip Axial Force 9 02 kip (comp) Axial Comp 58 35 kip Shear Force -0 03 kip Moment 12 52 kip -in Moment 1 01 kip -in Ratio 0 16 Load Case No 7 Member No 301 Design Strength Joint No 1 Axial Tension 157 95 kip Axial Force 3 50 kip (comp) Axial Comp 148 25 kip Shear Force 5 35 kip Moment 51 84 kip -in Moment 26 68 kip -in Ratio 0 53 19 1 49 kip -in 0 58 Section Type LD1 Load Case No 22 Member No 25 Design Strength Joint No 23 Axial Tension 13 81 kip .Axial Force 2 38 kip (comp) Axial Comp 6 06 kip Shear Force 0 00 kip Moment 1 83 kip -in Moment -0 03 kip -in Ratio 0 41 Section Type LD2 Load Case No 7 Member No 35 Design Strength Joint No 11 Axial Tension 13 81 kip Axial Force 4 53 kip (comp) Axial Comp 4 94 kip Shear Force 0 01 kip Moment 1 83 kip -in Moment 0 08 kip -in Ratio 0 96 Section Type LD5 Load Case No 22 Member No 24 Design Strength Joint No 22 Axial Tension 13 81 kip Axial Force 4 15 kip (comp) Axial Comp 4 43 kip Shear Force 0 00 kip Moment 1 83 kip -in Moment 0 04 kip -in Ratio 0 96 Section Type RD1 Load Case No 22 Member No 201 Design Strength Joint No 100 Axial Tension 19 89 kip Axial Force 4 37 kip (comp) Axial Comp 5 76 kip Shear Force 0 00 kip Moment 3 16 kip -in Moment -0 04 kip -in Ratio 0 77 Section Type RD2 Load Case No 7 Member No 250 Design Strength Joint No 101 Axial Tension 19 89 kip Axial Force 6 72 kip (comp) Axial Comp 12 50 kip Shear Force -0 04 kip Moment 3 16 kip -in Moment -0 29 kip -in Ratio 0 62 Output File Filename T429241 Directory k \str data \TRUSS \T30 \7'429241 sum Analysis Performed 05/22/07 14 53 48 Title Data 429241 CHAD GALLAUHER 30 -10 Load ID 1 Load ID 2 Load ID 3 Load ID 4 Load ID 5 Load ID 6 Load ID 7 Load ID 8 Load ID 9 Load ID 10 Load ID 11 Load ID 12 Load ID 13 Load ID 14 Load ID 15 Load ID 16 Load ID 17 Load ID 18 Load ID 19 Load ID 20 Load ID 21 Load ID 22 Note Load Tag DL Load Tag SL Load Tag SL2 Load Tag EH Load Tag WIP Load Tag WIM Load Tag C3 Load Tag C3I1 Load Tag C4I1 Load Tag C3I2 Load Tag C4I2 Load Tag UC3 Load Tag UC3I1 Load Tag UC4I1 Load Tag UC3I2 Load Tag U04I2 Load Tag EH1 Load Tag EH2 Load Tag EM1 Load Tag EM2 Load Tag WIND1 Load Tag WIND2 Strength Ratio= Force /Design Strength Units Kips Kip -in t= tension, c =comp Mem Section lJoint Load Axial t/c Shear Moment I Str No 1 No No 1 Ratio 1 LO1 1 11 7 5 19 (c) 0 0 -0 62 I 0 14 2 LOl I 11 7 4 02 (t) 0 0 0 60 I 0 11 3 LO1 1 13 7 10 11 (t) 0 0 -0 46 1 0 26 4 LO1 1 14 7 15 24 (t) 0 0 -0 90 I 0 41 5 LO1 I 14 7 20 20 (t) 0 0 0 96 12 LI1 1 23 7 11 12 (c) 0 0 -1 23 13 LIl 1 23 7 17 53 (c) 0 0 1 13 14 LI1 1 25 7 22 97 (c) 0 0 -1 79 15 LI1 1 25 7 27 70 (c) 0 1 1 75 24 LD5 1 22 22 4 15 (c) 0 0 0 04 25 LD1 1 23 22 2 38 (c) 0 0 -0 03 26 LD1 1 24 22 1 76 (c) 0 0 -0 02 27 LD1 I 25 7 3 43 (t) 0 0 0 02 28 LOl J 26 7 24 35 (c) 0 0 -0 95 35 LD2 1 11 7 4 53 (c) 0 0 0 08 36 LD2 1 12 7 4 03 (c) 0 0 0 04 37 LD2 1 13 7 3 53 (c) 0 0 0 05 38 LD2 I 26 7 3 59 (c) 0 0 -0 06 51 LOl 1 61 7 5 19 (c) 0 0 0 62 52 LOl 1 61 10 4 87 (t) 0 0 -0 63 0 52 1 0 27 1 0 38 1 0 51 1 0 60 0 96 1 0 41 1 0 30 1 0 26 1 0 06 0 96 1 0 84 1 0 74 0 76 1 0 14 1 0 12 1 53 LOl 63 8 10 57 (t) 0 0 0 47 0 27 54 LO1 1 64 8 15 50 (t) 0 0 0 88 1 0 41 55 LOl 1 64 7 20 20 (t) 0 0 -0 96 1 0 52 62 LI1 73 7 11 12 (c) 0 0 1 23 0 27 63 LI1 i 73 7 17 53 (c) 0 0 -1 13 1 0 38 64 LIl 1 75 7 22 98 (c) 0 0 1 80 1 0 51 65 LIl 1 75 7 27 70 (c) -0 1 -1 76 1 0 60 73 LD5 1 72 8 6 69 (t) 0 0 0 08 1 0 52 74 LD1 1 73 8 4 24 (t) 0 0 -0 04 1 0 33 75 LD1 i 74 7 3 68 (t) 0 0 -0 04 1 0 29 76 LD1 1 75 7 3 43 (t) 0 0 -0 02 0 26 77 LC1 1 76 7 24 35 (c) 0 0 0 94 1 0 06 84 LD2 1 61 7 4 53 (c) 0 0 -0 08 1 0 96 85 LD2 1 62 7 4 03 (c) 0 0 -0 04 1 0 84 86 LD2 1 63 7 3 54 (c) 0 0 -0 05 1 0 74 87 LD2 1 76 7 3 58 (c) 0 0 0 06 1 0 75 100 RT1 1 100 7 20 93 (t) 0 1 -1 48 1 0 58 101 RT1 1 100 7 8 07 (t) 0 1 2 14 1 0 31 102 RT1 1 101 19 8 48 (c) 0 0 -0 34 1 0 26 103 RT1 1 103 7 8 14 (c) 0 0 0 47 1 0 27 104 RT1. 1 104 7 13 28 (c) 0 0 0 55 1 0 41 105 RT1 1 105 7 16 38 (c) 0 0 0 56 1 0 50 106 RT1 1 106 7 17 46 (c) 0 0 0 69 1 0 54 107 RT1 1 106 7 16 64 (c) 0 0 -0 70 1 0 52 108 RT1 1 108 7 16 64 (c) 0 0 0 70 1 0 52 109 RT1 1 108 7 17 46 (c) 0 0 -0 69 1 0 54 110 RT1 1 109 7 16 38 (c) 0 0 -0 57 1 0 50 111 RT1 1 110 7 13 28 (c) 0 0 -0 55 1 0 41 112 RT1 1 111 12 9 60 (c) 0 0 -0 33 1 0 29 113 RT1 1 113 12 5 48 (c) 0 0 0 27 1 0 10 114 RT1 1 114 8 8 71 (t) 0 1 -2 12 1 0 32 115 RT1 1 114 7 20 93 (t) 0 1 1 49 1 0 58 130 RB1 1 129 7 22 81 (c) 0 0 -0 52 1 0 67 131 RB1 1 129 7 11 70 (c) 0 0 0 74 1 0 39 132 RB1 1 130 12 6 25 (c) 0 0 0 18 1 0 10 133 RB1 1 132 7 4 48 (t) 0 0 0 52 1 0 10 134 RB1 1 133 7 9 61 (t) 0 0 0 53 1 0 25 135 RB1 1 134 7 12 67 (t) 0 0 0 68 1 0 33 136 RB1 1 134 7 13 74 (t) 0 0 -0 71 1 0 36 137 RB1 1 136 7 13 74 (t) 0 0 0 71 1 0 36 138 RB1 1 136 7 12 67 (t) 0 0 -0 68 1 0 33 139 RB1 1 137 12 10 16 (t) 0 0 -0 42 1 0 25 140 RB1 1 138 12 7 74 (t) 0 0 -0 45 1 0 13 141 RB1 1 140 19 7 61 (c) 0 0 -0 19 1 0 22 142 RB1 1 141 8 12 10 (c) 0 0 -0 73 I 0 40 143 RB1 I 141 7 22 77 (c) 0 0 0 51 I 0 67 201 RD1 1 100 22 4 37 (c) 0 0 -0 04 1 0 77 202 RD1 1 101 22 3 47 (c) 0 0 0 03 1 0 61 203 RD1 I 102 22 2 61 (c) 0 0 0 01 1 0 46 204 RD1 1 103 22 1 75 (c) 0 0 0 02 I 0 31 205 RD1 I 133 20 1 76 (c) 0 0 0 01 1 0 31 206 RD1 I 134 20 1 88 (c) 0 0 0 01 1 0 33 207 RD1 I 106 19 2 25 (c). 0 0 -0 02 1 0 40 212 RD1 I 114 7 11 12 (t) 0 0 -0 10 1 0 59 213 RD1 1 113 7 8 96 (t) 0 0 0 06 1 0 47 214 RD1 I 112 7 6 98 (t) 0 0 0 03 1 0 36 215 RD1 1 111 7 5 07 (t) 0 0 0 04 1 0 27 216 RD1 1 110 7 3 07 (t) 0 0 0 04 1 0 09 217 RD1 1 136 12 1 18 (c) 0 0 -0 03 1 0 21 218 RD1 1 108 12 2 97 (c) 0 0 0 03 1 0 52 240 PC1 1 107 7 9 24 (t) 0 0 0 00 I 0 02 241 LX1 1 26 7 9 02 (c) 0 0 1 01 1 0 16 242 LX1 1 76 7 9 10 (c) 0 0 -1 00 1 0 16 250 RD2 1 101 7 6 72 (c) 0 0 -0 29 1 0 62 251 RD2 1 130 7 5 64 (c) 0 0 -0 23 1 0 52 252 RD2 1 131 7 4 36 (c) 0 0 -0 18 1 0 40 253 RD2 1 132 7 3 13 (c) 0 0 -0 13 1 0 29 254 RD2 1 133 7 1 94 (c) 0 0 -0 09 1 0 11 255 RD2 1 134 12 1 42 (c) 0 0 -0 06 1 0 08 257 RD2 1 108 10 0 87 (c) 0 0 -0 01 1 0 04 258 RD2 1 137 7 1 94 (c) 0 0 0 09 1 0 11 259 RD2 1 138 7 3 15 (c) 0 0 0 13 1 0 29 260 RD2 1 139 7 4 34 (c) 0 0 0 18 1 0 40 261 RD2 1 140 7 5 61 (c) 0 0 0 23 1 0 51 262 RD2 1 113 7 6 68 (c) 0 0 0 30 1 0 62 300 BP1 1 1 7 0 03 (t) 5 3 -26 68 1 0 51 301 BP1 1 1 7 3 50 (c) 5 3 26 68 1 0 53 302 BP1 1 2 7 0 03 (t) -5 3 26 68 1 0 51 303 BP1 1 2 7 3 50 (c) -5 3 -26 68 1 0 53 WinSTRUDL BY CAST /REV V3 1 SER faa TIME 05/22/07 14 57 42 L I C E N S E E Miracle Steel Corporatio 1 TITLE 429241 CHAD GALLAUHER 30 -10 PAGE 1 TYPE OF THE PROBLEM PLANE FRAME RESTART STATUS NONE GIVEN ACTIVE UNITS KIPS INCHES DEGREES RESULTS OF ANALYSIS LOAD INDEX JOINT REACTIONS AT SUPPORTS JOINT LD GLOBAL REACTIONS NO X FORCE Y FORCE Z MOMENT TOTAL 1 0 32 1 62 0 00 2 -0 32 1 62 0 00 LOAD INDEX JOINT REACTIONS AT SUPPORTS 1 LOAD TAG DL 0 00 3 24 2 LOAD TAG SL JOINT LD GLOBAL REACTIONS NO X FORCE Y FORCE Z MOMENT TOTAL 1 1 97 5 46 0 00 2 -1 97 5 46 0 00 LOAD INDEX JOINT REACTIONS AT SUPPORTS 0 00 10 93 3 LOAD TAG SL2 JOINT LD GLOBAL REACTIONS NO X FORCE Y FORCE Z MOMENT 1 0 86 1 12 0 00 2 -0 86 3 66 0 00 1 WinSTRUDL BY CAST /REV V3 1 SER faa TIME 05/22/07 14 57 42 1 1 L I C E N S E E Miracle Steel Corporatio 1 1 TITLE 429241 CHAD GALLAUHER 30 -10 PAGE 2 I JOINT REACTIONS AT SUPPORTS JOINT LD GLOBAL REACTIONS NO X FORCE Y FORCE Z MOMENT TOTAL LOAD INDEX JOINT REACTIONS AT SUPPORTS JOINT LD GLOBAL REACTIONS NO X FORCE Y FORCE Z MOMENT TOTAL 1 -0 50 -0 29 0 00 2 -0 36 0 29 0 00 LOAD INDEX JOINT REACTIONS AT SUPPORTS 0 00 4 78 4 LOAD TAG EH -0 86 0 00 5 LOAD TAG WIP JOINT LD GLOBAL REACTIONS NO X FORCE Y FORCE Z MOMENT 1 -1 70 -2 98 0 00 2 -0 33 -2 13 0 00 TOTAL LOAD INDEX JOINT REACTIONS AT SUPPORTS -2 02 -5 11 6 LOAD TAG WIM JOINT LD GLOBAL REACTIONS NO X FORCE Y FORCE Z MOMENT 1 -1 82 -1 77 0 00 2 -0 20 -0 92 0 00 1 WinSTRUDL BY CAST /REV V3 1 SER faa TIME 05/22/07 14 57 42 1 L I C E N S E E Miracle Steel Corporatio 1 TITLE 429241 CHAD GALLAUHER 30 -10 PAGE 3 I TOTAL JOINT REACTIONS AT SUPPORTS JOINT LD GLOBAL REACTIONS NO X FORCE Y FORCE Z MOMENT LOAD INDEX JOINT REACTIONS AT SUPPORTS JOINT LD GLOBAL REACTIONS NO X FORCE Y FORCE Z MOMENT TOTAL 1 3 53 10 69 0 00 2 -3 53 10 69 0 00 LOAD INDEX JOINT REACTIONS AT SUPPORTS -2 02 -2 70 7 LOAD TAG C3 0 00 21 37 8 LOAD TAG C311 JOINT LD GLOBAL REACTIONS NO X FORCE Y FORCE Z MOMENT TOTAL 1 2 08 9 26 0 00 2 -3 70 9 96 0 00 LOAD INDEX JOINT REACTIONS AT SUPPORTS -1 62 19 22 9 LOAD TAG C4I1 JOINT LD GLOBAL REACTIONS NO X FORCE Y FORCE Z MOMENT 1 -1 54 1 83 0 00 2 -1 70 3 21 0 '00 1 WinSTRUDL BY CAST /REV V3 1 SER faa TIME 05/22/07 14 57 42 1 1 L I C E N S E E Miracle Steel Corporatio 1 I TITLE 42.9241 CHID GALLAUHER 30 -10 PAGE 4 1 JOINT REACTIONS AT SUPPORTS JOINT LD GLOBAL REACTIONS NO X FORCE Y FORCE Z MOMENT TOTAL JOINT REACTIONS AT SUPPORTS -3 24 5 04 LOAD INDEX 10 LOAD TAG C3I2 JOINT LD GLOBAL REACTIONS NO X FORCE Y FORCE Z MOMENT 1 2 18 8 29 0 00 2 -3 80 8 99 0 00 -1 62 17 28 LOAD INDEX 11 LOAD TAG C412 JOINT REACTIONS AT SUPPORTS TOTAL JOINT LD GLOBAL REACTIONS NO X FORCE Y FORCE Z MOMENT TOTAL 1 -1 34 -0 10 0 00 2 -1 90 1 27 0 00 JOINT REACTIONS AT SUPPORTS -3 24 1 17 LOAD INDEX 12 LOAD TAG UC3 JOINT LD GLOBAL REACTIONS NO X FORCE Y FORCE Z MOMENT 1 1 77 3 74 0 00 2 -1 77 7 80 0 00 I WinSTRUDL BY CAST /REV V3 1 SER faa TIME 05/22/07 14 57 42 L I C E N S E E Miracle Steel Corporatio I TITLE 429241 CHAD GALLAUHER 30 -10 PAGE 5 I JOINT REACTIONS AT SUPPORTS JOINT LD GLOBAL REACTIONS NO X FORCE Y FORCE Z MOMENT TOTAL LOAD INDEX JOINT REACTIONS AT SUPPORTS JOINT LD GLOBAL REACTIONS NO X FORCE Y FORCE Z MOMENT 1 0 31 2 32 0 00 2 -1 93 7 07 0 00 TOTAL TOTAL LOAD INDEX JOINT REACTIONS AT SUPPORTS JOINT LD GLOBAL REACTIONS NO X FORCE Y FORCE Z MOMENT 1 -2 10 -0 34 0 00 2 -1 14 2 30 0 00 LOAD INDEX JOINT REACTIONS AT SUPPORTS 0 00 11 54 13 LOAD TAG UC3I1 -1 62 9 38 14 LOAD TAG UC4I1 -3 24 1 96 15 LOAD TAG UC3I2 JOINT LD GLOBAL REACTIONS NO X FORCE Y FORCE Z MOMENT 1 0 41 1 35 0 00 2 -2 03 6 10 0 00 I WinSTRUDL BY CAST /REV V3 1 SER faa TIME 05/22/07 14 57 42 L I C E N S E E Miracle Steel Corporatio 1 TITLE 429241 CHAD GALLAUHER 30 -10 PAGE 6 1 JOINT REACTIONS AT SUPPORTS JOINT LD GLOBAL REACTIONS NO X FORCE Y FORCE Z MOMENT TOTAL LOAD INDEX JOINT REACTIONS AT SUPPORTS JOINT LD GLOBAL REACTIONS NO X FORCE Y FORCE Z MOMENT 1 -1 90 -2 27 0 00 2 -1 34 0 37 0 00 TOTAL LOAD INDEX 17 LOAD TAG JOINT REACTIONS AT SUPPORTS TOTAL LOAD INDEX JOINT REACTIONS AT SUPPORTS -1 62 7 45 16 LOAD TAG UC4I2 -3 24 -1 90 EH1 JOINT LD GLOBAL REACTIONS NO X FORCE Y FORCE Z MOMENT 1 0 34 3 06 0 00 2 -1 21 3 64 0 00 -0 86 6 71 18 LOAD TAG EH2 JOINT LD GLOBAL REACTIONS NO X FORCE Y FORCE Z MOMENT 1 -0 27 0 85 0 00 2 -0 59 1 43 0 00 1 WinSTRUDL BY CAST /REV V3 1 SER faa TIME 05/22/07 14 57 42 1 1 L I C E N S E E Miracle Steel Corporatio 1 1 TITLE 429241 CHAD GALLAUHER 30 -10 PAGE 7 1 JOINT REACTIONS AT SUPPORTS JOINT LD GLOBAL REACTIONS NO X FORCE Y FORCE Z MOMENT TOTAL LOAD INDEX TOTAL LOAD INDEX JOINT REACTIONS AT SUPPORTS -0 86 2 28 19 LOAD TAG EM1 JOINT REACTIONS AT SUPPORTS JOINT LD GLOBAL REACTIONS NO X FORCE Y FORCE Z MOMENT 1 -0 65 2 48 0 00 2 -1 93 4 22 0 00 -2 59 6 71 20 LOAD TAG EM2 JOINT LD GLOBAL REACTIONS NO X FORCE Y FORCE Z MOMENT TOTAL 1 -1 27 0 28 0 00 2 -1 32 2 00 0 00 LOAD INDEX JOINT REACTIONS AT SUPPORTS -2 59 2 28 21 LOAD TAG WIND1 JOINT LD GLOBAL REACTIONS NO X FORCE Y FORCE Z MOMENT 1 -2 62 -1 38 0 00 2 -0 62 -0 02 0 00 1 WinSTRUDL BY CAST /REV V3 1 SER faa TIME 05/22/07 14 57 42 1 1 L I C E N S E E Miracle Steel Corporatio 1 TITLE 429241 CHAD GALLAUHER 30 -10 PAGE 8 I JOINT LD GLOBAL REACTIONS NO X FORCE Y FORCE Z MOMENT JOINT REACTIONS AT SUPPORTS TOTAL LOAD INDEX JOINT REACTIONS AT SUPPORTS -3 24 -1 40 22 LOAD TAG WIND2 JOINT LD GLOBAL REACTIONS NO X FORCE Y FORCE Z MOMENT TOTAL 1 -2 42 -3 31 0 00 2 -0 81 -1 95 0 00 -3 24 -5 26 JOINT NUMBER 429241 CHAD GALLAUHER 30 -10 14 3 /5 ;4 ;1 50 4D /1 4 MEMBER NU MBER 4292 CHAD GAL LAUHER 30 -10 SECTION TYPE 429241 CHAD GALLAUHER 30 -10 _Ii _I1 Di 1 2 I1 _I1 1 1 _0 01 2 �l 2 I1 _I1 1 1 _Birl WinSTRUDL RunFile T429241 RefFile T429224 TITLE 429241 CHAD GALLAUHER 30 -10 TYPE PLAN FRAME units kips inch degree Eave 10 Width 30 Leg width 14 Dead load 5 psf Live load 30 psf Wind load 100 mph Geometry Definition Block JOINT COORDINATES Joint# Xcoo Ycoo (Zcoo LEFT LEG TRUSS 1 5 0 0 0 SUPPORT 2 350 0 0 0 SUPPORT 10 0 0 0 0 11 0 0 19 0 12 0 0 43 0 13 0 0 67 0 14 0 0 91 0 15 0 0 114 5 22 10 0 0 0 23 11 187 31 24 12 105 55 25 13 0240 79 26 14 0000 104 5 60 355 0 0 0 61 355 0 19 0 62 355 0 43 0 63 355 0 67 0 64 355 0 91 0 65 355 0 114 5 72 345 0 0 0 73 343 813 31 74 342 895 55 75 341 9800 79 76 341 0000 104 5 ROOF TRUSS 100 17 0625 120 1875 101 39 8750 127 7500 102 62 6250 135 3750 103 85 3750 143 0000 104 108 1875 150 5625 105 130 9375 158 1250 106 153 6875 165 7500 107 177 5000 173 6875 108 201 3125 165 7500 109 224 0625 158 1250 110 246 8125 150 5625 111 269 6250 143 0000 112 292 3750 135 3750 113 315 1250 127 7500 114 337 9375 120 1875 129 39 6250 112 9375 130 62 3750 120 5625 131 85 1875 128 1250 132 107 9375 135 7500 133 130 9375 143 3125 134 153 6875 150 9375 135 177 5000 158 9375 136 201 3125 150 9375 137 224 0625 143 3125 35 138 246 8125 135 7500 139 269 6250 128 1250 140 292 3750 120 5625 141 315 1250 112 9375 MEMBER INCIDENCE Member# Ijoint Jjoint Leg outside chord left 1 -11 1 10 11 2 11 12 3 12 13 4 13 14 5 14 15 Leg inside chord left 12 -21 12 22 23 13 23 24 14 24 25 15 25 26 Diagonals 23 -44 24 11 22 25 12 23 26 13 24 27 14 25 28 15 26 35 11 23 36 12 24 37 13 25 38 14 26 Leg outside chord left 51 -61 51 60 61 52 61 62 53 62 63 54 63 64 55 64 65 Leg inside chord left 62 -71 62 72 73 63 73 74 64 74 75 65 75 76 Diagonals 72 -93 73 61 72 74 62 73 75 63 74 76 64 75 77 65 76 84 61 73 85 62 74 86 63 75 87 64 76 Top chord roof truss 100 -129 100 15 100 101 100 101 102 101 102 103 102 103 104 103 104 105 104 105 106 105 106 107 106 107 108 107 108 109 108 109 110 109 110 111 110 111 112 111 112 113 112 113 114 113 114 115 114 65 Bottom chord roof truss 130 -142 130 26 129 131 129 130 132 130 131 133 131 132 134 132 133 135 133 134 136 134 135 137 135 136 36 138 136 137 139 137 138 140 138 139 141 139 140 142 140 141 143 141 76 Roof diagonals 201 100 129 202 101 130 203 102 131 204 103 132 205 104 133 206 105 134 207 106 135 212 114 141 213 113 140 214. 112 139 215 111 138 216 110 137 217 109 136 218 108 135 Center roof truss -truss 240 107 135 241 100 26 242 114 76 250 101 129 251 102 130 252 103 131 253 104 132 254 105 133 255 106 134 257 108 136 258 109 137 259 110 138 260 111 139 261 112 140 262 113 141 300 10 1 301 1 22 302 60 2 303 2 72 JOINT RELEASE 1 2 MOMENT Z MEMBER RELEASE 1 12 51 62 100 130 108 137 START MOMENT Z 5 15 55 65 136 107 115 143 END MOMENT Z MEMBER PROPERTY SectionTag Properties LO1 AX 1 06 IZ 0 22 LI1 AX 1 43 IZ 0 545 RT1 AX 1 06 IZ 0 22 RB1 AX 1 06 IZ 0 22 PC1 AX 5 88 IZ 3 4 LC1 AX 5 88 IZ 3 4 LX1 AX 1 50 IZ 0 22 BP1 AX 4 85 IZ 20 8 LD1 AX 0 303 IZ 0 0075 LD2 AX 0 303 IZ 0 0075 LD3 AX 0 303 IZ 0 0075 LD4 AX 0 303 IZ 0 0075 LD5 AX 0 303 IZ 0 0075 RD1 AX 0 44 IZ 0 015 RD2 AX 0 44 IZ 0 015 RD3 AX 0 88 IZ 0 03 RD4 AX 0 88 IZ 0 03 $straight wall sections leg outside chord LO1 1 TO 5 LO1 51 TO 55 Members 37 leg inside chord LI1 12 TO 15 LI1 62 TO 65 ROOF TOP CHORD RT1 100 TO 129 ROOF BOTTOM CHORD RB1 130 TO 149 DIAGONALS LEG BP1 301 302 303 300 LC1 28 77 PC1 240 LX1 241 242 LD1 25 26 27 LD2 35 36 37 38 LD1 74 75 76 LD2 84 85 86 87 LD5 24 73 ROOF DIAGONALS RD1 202 TO 206 RD2 250 TO 255 RD1 201 212 RD1 213 to 217 RD2 257 to 262 RD1 207 218 MATERIAL PROPERTY MaterialTag properties Members MATERIAL PROPERTY A529 MEMBER E 29000 DEN 0 0002836 CT 5e -06 G 12000 POI 0 3 UNIT Inch Kip A529 ALL units inch lbs PRINT MEMBER ALL FINISH P -DELTA ANALYSIS Loading Definition Block Load commands LOAD DL Dead load JOINT LOAD 10 TO 15 FORCE Y -120 0 60 TO 65 FORCE Y -120 0 100 TO 114 FORCE Y -120 0 LOAD SL 'Live load 30 psf JOINT LOAD 100 TO 114 FORCE Y -683 0 15 65 FORCE Y -342 0 LOAD SL2 'Unbalanced Live load JOINT LOAD 108 TO 114 FORCE Y -598 0 107 65 FORCE Y -299 0 LOAD EH SEISMIC LOAD JOINT LOAD 15 FORCE X 863 0 LOAD WIP 'WIND LOAD -CASE 1 JOINT LOAD 10 TO 14 FORCE X 149 0 15 FORCE X 14 0 FORCE Y 183 0 100 TO 106 FORCE X -122 0 FORCE Y 366 0 107 FORCE X -16 0 FORCE Y 320 0 108 TO 114 FORCE X 91 0 FORCE Y 273 0 60 TO 64 FORCE X 264 0 65 FORCE X 178 0 FORCE Y 137 0 LOAD WIM WIND LOAD INWARD PRESSURE JOINT LOAD 10 TO 14 FORCE X 309 0 15 FORCE X 119 0 FORCE Y 108 0 100 TO 106 FORCE X -72 0 FORCE Y 215 0 107 FORCE X -16 0 FORCE Y 169 0 108 TO 114 FORCE X 41 0 FORCE Y 122 0 60 TO 64 FORCE X 104 0 65 FORCE X 73 0 FORCE Y 61 0 LOAD COMBINATION C3 COMBINE DL 1 2 SL 1 6 LOAD COMBINATION C3I1 COMBINE DL 1 2 SL 1 6 WIM 0 8 LOAD COMBINATION C4I1 COMBINE DL 1 2 SL 0 5 WIM 1 6 LOAD COMBINATION C3I2 COMBINE DL 1 2 SL 1 6 WIP 0 8 LOAD COMBINATION C4I2 COMBINE QL 1 2 SL 0 5 WIP 1 6 LOAD COMBINATION UC3 COMBINE DL 1 2 SL2 1 6 LOAD COMBINATION UC311 COMBINE DL 1 2 SL2 1 6 WIM 0 8 LOAD COMBINATION UC4I1 COMBINE DL 1 2 SL2 0 5 WIM 1 6 LOAD COMBINATION UC3I2 COMBINE DL 1 2 SL2 1 6 WIP 0 8 LOAD COMBINATION UC4I2 COMBINE DL 1 2 SL2 0 5 WIP 1 6 LOAD COMBINATION EH1 COMBINE DL 1 395 EH 1 0 SL 0 2 LOAD COMBINATION EH2 COMBINE DL 0 705 EH 1 0 LOAD COMBINATION EM1 COMBINE DL 1 395 EH 3 0 SL 0 2 LOAD COMBINATION EM2 COMBINE DL 0 705 EH 3 0 LOAD COMBINATION WIND1 COMBINE DL 0 9 WIM 1 6 LOAD COMBINATION WIND2 COMBINE DL 0 9 WIP 1 6 Result Reporting and Designing Block units kips inches LIST PLOT DEVICE DXF SELECT LOAD ALL OUTPUT DECIMAL 2 LIST FORCES REACTIONS DISPLACEMENTS LIST REACTION ENVELOPE ALL LIST REACTION ALL LIST FORCE ALL LIST FORCE ENVELOPE ALL LIST DISPLACEMENT ENVELOPE ALL LIST FORCE ENVELOPE ALL FINISH 39