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Home My WebLink About225 E 11th St Technical - Building,o-Hz-0) \vvtro\- s 4v6 (11c);- P;';'N 'sa S cZQ G TV3JNJ IDAZ Residence Addition Structural Design for Daniel Clawson 225 E Eleventh St Port Angeles, WA 98362 TP# 063000 032975 �i °1 I EXPIRES O q 4 SEASONS ENGINEERING, INC 619 SOUTH CHASE STREET PORT ANGELES, WA 98362 4SEASONS ENGINEERING, INC Jim Lierly City of Port Angeles Building Official PO Box 1150 Port Angeles, WA 98362 Subject: Scope of Engineering for Enclosed is the structural design of the Residence Addition for Daniel Clawson At this time, portions of this structure that have been reviewed by the engineer include 1 Lateral Forces 2. Beams and Headers 3. Foundation Please give me a call if you need any additional information. Sincerely Donna J Petersen P.E. Structural Design Daniel Clawson 225 E. Eleventh St Port Angeles, WA 98362 (360) 452-3023 Fax (360) 452 -3047 619 S. Chase Street Port Angeles, WA 98362 March 30, 2007 Structural Design Daniel Clawson 225 E. Eleventh St Port Angeles, WA 98362 DESIGN CRITERIA ELEVATION LESS THAN 625 FT SNOW LOAD GROUND= 25 PSF SNOW ROOF 25 PSF LIVE LOAD 40 PSF (FLOOR) DEAD LOAD 10 PSF (FLOOR) DEAD LOAD 10 PSF (ROOF) DEAD LOAD 7 PSF (CEILING) WIND SPEED, VFM 80 MPH 3 SEC GUST, Vas 100 MPH EXPOSURE C SEISMIC ZONE D2 SOIL BEARING 1500 PSF REFERENCES (1) (3) (4) (5) (6) DESIGN STRESSES DOUGLAS FIR/LARCH #2- 2 4 x Fb 900 PSI Fv 95 PSI E= 1 6 (10) PSI DOUGLAS FIR/LARCH #1- 2 4 x Fb 1200 PSI Fv 95 PSI E= 1.8 (10) PSI HEM FIR #2 -2 &4 Fb 850 PSI F 75 PSI E= 1 3 (10) PSI GLU -LAM BEAMS 24F -V4 Fb= 2400 PSI (T) BOTTOM Fb= 1850 PSI (T) TOP Fv= 165 PSI E= 1.8 (10) PSI INTERNATIONAL BUILDING CODE 2003 INTERNATIONAL RESIDENTIAL CODE 2003 TIMBER CONSTRUCTION MANUAL 3RD ED by AITC CONNECTORS FOR WOOD CONSTRUCTION by SIMPSON STRONG -TIE WESTERN WOODS USE BOOK by WESTERN WOOD PRODUCTS ASSOCIATION MAY 1996 NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION 2001 ROSBORO -APA WOODCAD, VERSION 1 1 by ROSBORO GLULAM RESOURCES 2000 RISA -2D RAPID INTERACTIVE STRUCTURAL ANALYSIS 2- DIMENSIONAL VERSION 6.5 General Notes 1 Ground snow load 25 PSF roof snow load 25 PSF 2. Maximum soil bearing capacity 1500 PSF 3. Seismic Zone D2. 4. Wind, VFM 80 MPH, 3 second gust, V38 100 MPH, Exposure 'C' 5. Notations on drawing relating to framing clips, Joist hangers and other connecting devices refer to catalog numbers of connectors manufactured by the Simpson Strong -Tie Company, San Leandro, CA. Equivalent devices by other manufacturers may be substituted, provided they have ICBO approval for equal load capacities. 6. Roof Trusses: Trusses shall be designed by the manufacturer and design calculations shall be submitted for approval prior to fabrication. Each wood truss shall carry a grading stamp. Top chord members shall be sized to accommodate roof snow load and appropriate snow drifts as noted in the IBC. No field modification of trusses will be allowed without the engineer's approval. Live load truss deflection shall be limited to U360. Total load deflection will be limited to U240. 7 Girder trusses shall be attached to wail framing with Simpson LGT2, minimum 2000 pounds uplift, or equal. 8. Contractor shall provide temporary bracing and shoring for the structure and structural components until all final connections have been completed in accordance with the plans. 9. Contractor shall be responsible for all the required safety precautions and methods, techniques, sequences or procedures required to perform his work. 10. Contractor initiated changes shall be submitted in writing to the structural engineer for approval prior to fabrication or construction. 11 Drawings indicate general and typical details of construction, where conditions are not specifically indicated but are of similar character to details shown, similar details of construction shall be used. Footings and other unformed surfaces: earth face 3' General Concrete Notes (The Following apply unless shown on the plans) 1 All materials and workmanship shall conform to the requirements of the drawings, specifications, and the 2003 international Residential Code. 2. Concrete shall attain a 28 day strength of F'c= 2500 psi, 6 1/2 sacks of cement per cubic yard of concrete. 3. Reinforcing steel shall conform to ASTM A615 -76A, Grade 40, fy= 40,000 psi. 4. Reinforcing steel shall be detailed (including hooks and bends) in accordance with 30 bar diameters or 2' -0' minimum. Provide corner bars in all wall Intersections. Lap corner bars 30 bar diameters or 2' -0' minimum. 5. Lap adjacent mats of welded wire mesh one full mesh at sides and ends. 6. No bars partially embedded in hardened concrete shall be field bent unless specifically so detailed or approved by the structural engineer 7 Concrete protection (cover) for reinforcing steel shall be as follows: Formed surfaces exposed to earth, walls below ground, or weather. #6 bars or larger 2' #5 bars or smaller 1 -1/2' Walls interior face 314' 8. Footings shall bear on solid unyielding natural earth free of organic material Single story structures 12" below original grade Two story structures 18' below original grade Three story structures 24' below original grade 9. Concrete slabs in living spaces shall be 4 inches thick minimum, with 6x6, 10 ga W W.M. over 2' clean damp sand, over 6 mil vapor barrier over 4' crushed rock, over compacted subgrade. 10. Other concrete slabs shall be 4 Inches thick minimum, with 6x6, 10 ga W.W.M. over 4' crushed rock, over compacted subgrade. 1 Wood Framing Notes (The Following apply unless shown on the plans) All wood framing details not shown otherwise shall be constructed equal to or better than the minimum standards of the 2003 I.R.C. 2. Minimum nailing requirements: Unless otherwise noted, minimum nailing shall be in accordance with Table R602.3(1) of the 2003 I.R.C. 3. All structural framing lumber such as 2x_ joists, and rafters to be Douglas Fir No. 2, Spruce /Pine /Fir No. 2, or Hem /Fir No. 2 kiln dried. 4. All 2x_ studs and blocking to be Douglas Fir construction, Spruce /Pine /Fir construction, or Hem/Fir construction grade. 5. All structural posts to be Douglas Fir No. 2. 6. All structural headers to be 4x Douglas Fir No. 2. 7 All Glu -lam beams to consist of Douglas Fir kiln dried 24F -V4 standard grade unless noted otherwise on plans. 8. All 2x framing lumber exposed to weather and /or moisture shall be Hem -Fir No.2, pressure treated in accordance with the American Wood Preservers Association standard for above ground use. 9. All 4x and 6x structural lumber exposed to weather and/or In ground contact shall be Hem -Fir No.2, pressure treated in accordance with the American Wood Preservers Association standard for ground contact use. 10. Framing connectors, nails, bolts, and other fasteners in contact with pressure treated wood shall have the following finishes: Wood Treatment CCA -C and DOT Sodium Borate (SBX) ACQ -C, ACQ -D, CBA -A, CA -B, Other Borate (Non DOT) Steel Ammoniacal Copper Zinc Arsenate (ACZE) I and other pressure treated woods. I Finish I Galvanized, 0.60 oz/ft Post Hot -Dip Galvanized, ZMAX galvanized, 1.85 ozIft or SST300- Stainless Steel I SST300- Stainless Steel 11. When using Stainless Steel or hot -dip galvanized connectors, the connectors and fasteners should be made of the same material. Stainless Steel fasteners shall not be use in applications where contact with Galvanized and Post Hot -Dip Galvanized metals will occur 12. Individual members of built -up posts and beams shall each be attached with 16d spikes at 12' o.c. staggered. 13. All columns in framed walls to be well nailed into adjacent framing in order to resist lateral movement. 14. Provide solid blocking for wood columns and multiple studs through floors to supports below. 15. Provide 4x10 headers, or double 2x10 headers over and one trimmer and one king stud each side of all openings 5 feet or less in width in stud bearing walls not detailed otherwise. 16. Provide 4x10 headers, or double 2x10 headers over and two trimmers and one king stud each side of all openings greater than 5 feet in width in stud bearing walls not detailed otherwise. 17 Provide 4x8 headers, or double 2x8 headers over and double studs each side of all openings in non structural stud walls not detailed otherwise. 18. At joist areas: Provide solid blocking at bearing points and at intermediate bearing locations. Provide double joists under all load bearing partitions. Provide double joists each side of openings unless detailed otherwise. 19. Provide double Joist headers and double joists each side of all openings in floors and roofs unless detailed otherwise. 20. Toenail joists to supports with 2 16d nails, 2 10d box nails for TJI joists. 21 Attach joists to flush headers and beams with Simpson 'U' series metal joist hangers to suit the joist size. 22. All wood stud walls shall have lower wood plate attached to wood framing below with 16d nails at 12' o.c. staggered, unless otherwise noted in the shearwall schedule. 23. Plywood roof and floor sheathing unless otherwise noted on plan shall be laid up with face grain perpendicular to supports and nailed with 8d nails 6' o.c. to framed panel edges and over stud walls shown on the plans 12' o.c. to Intermediate supports. Provide approved plywood clips 16' o.c. at unblocked roof sheathing edges. Provide solid blocking at lines of support at floors. Toenail blocking to supports with 16d 12' o.c. unless otherwise noted in the shearwall schedule. 24. Provide continuous solid blocking at mid height of all stud walls over 10' in height unless wall is blocked per shear wall note. 25. Plywood wall sheathing for noted shear walls shall have solid blocking at all sheathing panel edges. See shear wall schedule for further notes. Marls Sheeting Fastener spacing O all edges (Blocked) 7/16" OSB 8d 0 6" OC OR 15 GA 04" OC O 7/16" OSB 8d 0 4" OC OR 15 GA "OC 1/2" CDX plywood 1/2" CDX plywood 1/2" CDX 10d 0 2" OC plywood 1/2" GWB 5d COOLER 0 4' OC both sides OR 5d GWB 0 4 OC 578' GWB 6d COOLER 0 4" OC both sides OR 6d GWB 0 4' OC Notes: 1. ALL NAILS SHALL BE GALVANIZED BOX NAILS OR 8d common 0.131 olio X 2 -1/2 min. 10d common 0.148'dia X 3 "min. 8d box 0.113'dio X 2 -1/2 "min. 10 box 0.128 "dia X 3 min. 15 GA. staple 0.072 "dia X 1 -1/2" min. 2. PROVIDE APA RATED SHEATHING PLYWOOD OR OSB APA RATED SIDING .303 OF INNER SEAL OSB RATED PANEL SIDING ON ALL EXTERIOR WALLS AND NAIL PER NOTE 1. 3 SPECIFIED SHEATHING AND SIDING PANEL EDGES SHALL BE BACKED WITH 2' OR 3" FRAMING (PER THE TABLE) INCLUDING FOUNDATION SILL PLATES, VERTICAL FRAMING, AND BLOCKING. PANELS MAY BE INSTALLED EITHER HORIZONTALLY OR VERTICALLY (SEE NOTE 4 FOR EXCEPTION). NAILS SHALL BE STAGGERED FOR 3' FRAMING. 4 7/16" OSB MAY BE SUBSTITUTED FOR 1/2' CDX PLYWOOD IF FRAMING IS SPACED AT 16" ON CENTER, OR PANELS ARE APPLIED WITH LONG DIMENSION ACROSS STUDS FOR FRAMING SPACED AT 24" (BLOCKED). 5 WHERE PANELS ARE APPLIED ON BOTH FACES OF A WALL AND NAIL SPACING IS LESS THAN 6 INCHES ON CENTER ON EITHER SIDE, PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS OR FRAMING SHALL BE 3 —INCH NOMINAL AND NAILS ON EACH SiDE SHALL BE STAGGERED. 6. 7 CLA WSON SHEARWALL NOTES 8d 0 3" OC OR 15 GA 02- 1/2 OC 10d O 3" OC SHEAR WALL SCHEDULE 1„ 7 aottom plate nailing dt Anchor Bolts doubled stud solicin° Sheeted Sheeted Sheeted Sheeted one side I both sides I one side I both sides intermediate framing nail spacing 8d 06 "OC for stud framing 0 24" 8d 012" OC for stud framin 016" 8d 0 6" OC for stud framing 0 24" 8d 012' OC for stud faming 016" 8d 0 6" OC for stud framing 0 24" 8d 012" OC for stud framing 016" Framing backing size 10d 0 6" OC for stud framing 0 24" 10d 012 OC for stud framing 0 16" 1Od 0 6" OC for stud framing 024" 10d 012 OC for stud framing 0 16" 5d cooler 0 4" OC 2x OR 5d GWB 0 4" OC 6d cooler 0 4" OC 2x 6d GYM 04 "OC 3x or DBL2x 3x or OBL.2x 3x or DBL2x NAILS TO BE DRIVEN FLUSH WITH SHEATHING. DO NOT OVER DRIVE NAILS. ALL SHEAR PANELS SHALL BE BLOCKED. 2x 240 PLF 2, 3, 6 2 -16d 0 2 -16d 0 1/2 "X10" 5/8" X10' 480 PLF 12 "OC 8 "OC 0 48' 0.C. 0 30" O.C. 2x 350 PLF Z 3, 5, 6 2 -16d 2 -16d 0 5/8 "X10" 5/8" X10" 700 PLF 0 10 "OC 5 "OC 0 40" 0.C. 0 20" 0.C. COMMON NAILS, FALSE a S EHAL� FIjL1.OW7NG CRITERIA: O 5d GWB 0.086 "di X 1 -5/8 min. 6d cooler -0092 "dia X 1 -7/8" min. 6d 0148 0.092 "dia X 1 -7/8" min. 16d common 0.162 "dia X 3 -1/2" min. 4SEASONS 490 PLF 2 -16d 2 -16d 0 5/8 "X10" 5/8" X10" 980 PLF 0 7 "OC 3- 1/2 "0C 028" O.C. 0 14" O.C. 3 -16d 3 -16d 0 5/8" X10" 5/8 "X10" 0 6`0C 3'OC 018" O.C. 0 9" O.C. 2 -16d 0 5/8" X10' 12 "OC 048" 0.C. 2 -16d 0 5/8" X10" 10`OC 0 36" O.C. Maxiumum Notes allowble shear 600 PLF 2 -16d 2 -16d 0 5/8 "X10" 5/8" X10" 1200 PLF 0 6 "OC 3 "0C 0 24" 0.0. 012" O.C. 770 PLF 1540 PLF 300 PLF 375 PLF DATE: APRIL 2007 SCALE. NONE DRAWN BY DJP ENGINEERING, INC (360) 452 -3023 CHECKED: 619 S. Chase St. Port Angeles, WA 98362 SHEET: 2,3, 2,3, 2,3,5,6 3, 6 3, 6 Residence Daniel Clawson, 225 E. Eleventh:St. Port Angeles, Wk98362' 2003 IBC WIND ANALYSIS BUILDING DESCRIPTION FIRST FLOOR SECOND FLOOR ROOF HEIGHT AVERAGE HEIGHT OF BUILDING A 1 2.4 1 WIND EXPOSURE 1B WIND SPEED 1100 MPH ROOF PITCH 1 P P3 XIW1 AREA A, p,30 AREA B ps30 AREA C ps30 AREA D ps30 AREA E, ps30 AREA F ps30 AREA G, ps30 AREA H, ps30 E oh G oh COMPONENTS ZONE 1 20sgft ZONE 2, 20 sqft ZONE 3 20sgft EAVES Z3 AREA 10 1 IIW 1 001 1 001 1 001 1 001 1.001 1.00 i 1 00 1 00 1 00 1 00 1 00 1.00 1.00 1.00 3 WIDTH LENGTH LEAST DIM 0,1 241 5 18 3 121 39.811 2A =I 6.0 1LC1 p,3o ILC1,P, ILC 1 17.81 17.801 17.8 11 12.21 12.201 12.2 11 14.21 14.20 14.2 11 9.81 9.80 9.8 11 1 41 1 40 6.9 11 10.81 10.801 -5.3 11 0.51 0.501 5.9 1 -9.3 -9.30 3.8 1 -6.3 -6.30 -6.3 11 7.21 7.20 7.2 321 11L ;1741 17 101 710 11;_ -`20 -20101 10.10 11. .t,020:1 -20 10 10 10 11`, 49:el 29.60 19.60 t)03 IBC SEISMIC ANALYSIS S1 Ss SITE CLASS Fv Fa Sm1 Sms Sd1 Sds SEISMIC USE GROUP SEISMIC DESIGN CATEGORY LC2,P, 'RESPONSE MODIFICATION FACTOR 17.80JSEISMIC BASE SHEAR COEFFICIENT= 12.201CONNECTION OF SMALL ELEMENTS 14.201SHEAR COEFFICIENT= 0 111 9.80IHORIZONTAL DIAPHRAGMS 6.90ISHEAR COEFFICIENT= 0.1667 5.30IBEARING AND SHEAR WALL 5.90 OUT OF PLANE WALL FORCES 3.80 SHEAR COEFFICIENT= 1 0.3333 6.30IMASONRY AND CONCRETE OUT OF PLANE 7.201SHEAR COEFFICIENT= 1 0 6667 01 LONGEST TRUSS 2 FT OC 121.21 EAVES 'ROOF DEAD LOAD 78.41TRUSS UPLIFT HURRICANE CLIP SIMPLIFIED BASE SHE. 0 50 1.25 D 1.50 1 00 0 75 1.25 0 50 0.83 1 D 6 1/2 0 154 JH5 12 2 10 200 Residence Daniel Clawson 225 E. Eleventh St. Port Angeles, WA 98362 LATERAL FORCE RESISTING SYSTEM WIND LOADS (AREA)(PRESSURE)/LENGTH SHEAR WALL TRIB WIDTH I HEIGHT PS I FORCE LENGTH SECOND AREA FT I FT PSF I LBS FT WALLA A ;?.4.0: t 1 '8:0A 17.80 I B 746 71; ;8. 7 12.20 I C :1:0 '1.' 5 14.20 I D I 9.80 I 1464.2 41 WALL B A .:18:0 I„ 5,0 17.80 I B 12.20 1 C f'4:0::Tiiiti0 14.20 1 D 7 111,i- 9.80 I 996.0 WALL D A 17.80 B 12.20 C 14.20 D 1.- 4 9.80 0.0 WALL E A I 17.80 1B 'im I 12.20 IC 1, I.- 14.20 ID I I 9.80 00 LATERAL FORCE RESISTING SYSTEM WIND LOADS (AREA)(PRESSURE)/LENGTH SHEAR WALL TRIB WIDTH I HEIGHT PS FORCE LENGTH MAIN AREA FT I FT PSF LBS FT WALLA A 'S'''' 4:0: :.f. 12.6 17.80 B :4'.ii7Y- J. 12.20 C '12:0 't 1 '12:0 14.20 D 1: 9.80 3157.8 WALL B A 80 I iftir 17.80 B .1: 12.20 C 40 I 120 14.20 D Z .i.: 12 L 7 9.80 2390.4 41: I: WALL C A ,.„t8 1:,, %.6.5', 17.80 B '8:0 1 ,112:10 12.20 C 1: 14.20 D 1.5 ;,,-21; 112.0 9.80 2215.4 24 WALL D IA '10: i 84 17.80 IB 0:::8 P,. 12 12.20 IC 200 14.20 ID "20:0 1/..„,' 9.80 4797 7 24„:,,1'.. WALL E IA IOC '1' 8c,f 17.80 I B kJ' '1 {2; 12.20 IC :5.0 it ..9:C.1,, 14.20 ID II 7 0 I::„„:)0?": 9.80 3915.0 24 SHEAR TRIB PLF AREA ROOF FLOOR WALL 35.7 !ETC. ROOF FLOOR WALL 24.3 ETC. ROOF FLOOR WALL #DIV/01 ETC. ROOF FLOOR WALL #DIV/0! !ETC. SHEAR TRIB PLF AREA ROOF FLOOR WALL 77.0 ETC. ROOF FLOOR WALL 58.3 ETC. ROOF FLOOR WALL 92.3 ETC. !ROOF FLOOR WALL 199.9 ETC. ROOF FLOOR WALL 163.1 ETC. 5 3 SEISMIC LOADS WIDTH I DL FT I PSF 4:02 f7i 63 I 8 1$.4:.1;.: 17 46 L 6 WIDTH I DL FT I PSF 16.0, I ‘17 64' 1:' 8 "r„:.„111:: iii L 17 _He:O_ 219:7, 8. 1 1°11.80!1‘ 17 SHEAR COEFF 0.154 0.154 0.154 0.154 SEISMIC LOADS SHEAR COEFF 0.154 0.154 0.154 0.154 0.154 SHEAR LBS 1917.5 1853.2 0.0 0.0 SHEAR LBS 2996.8 3071.8 1258.0 2847.9 2446.2 SHEAR PLF 46.8 45.2 #DIV/0! #DIV/0! SHEAR PLF 73.1 74.9 52.4 118.7 101 9 Residence Daniel Clawson 225 E. Eleventh St. Port Angeles, WA 98362 Level SECOND I Level MAIN WALL A WALL B WALL C WALL D WALL E WIND I WALL I SHEAR IPANELI PLF WALL A I I 36.3 I A I 47.8 WALL B I I 24.1 1 A I 24.1 WALL D I I 127 4 A I 154.8 B I 154.8 39.6 I 1 321 39.6 I 4 r 32 I I I WIND I SEISMIC OVERALL WALLI SHEAR I SHEAR I HEIGHTI WIDTH PANELI PLF 1 PLF I FT I FT 76.5 73.1 I I 41.3 1 A 1310 125.3 I 12 I',. B 150.6 144.0 8 ...d 4 WALL E I 67.3 1 A I 67.3 57.9 74.9 A 71.0 91.9 B 116.4 150.6 C 116.4 150.6 C 116.4 150.6 92.3 50.2 A 369.2 200.8 B 369.2 200.8 199.9 118.7 A 342.7 203.4 B 342.7 203.4 163.1 101.9 A 326.3 203.8 B 326.3 203.8 C 326.3 203.8 SEISMIC I OVERALL MINIMUM PIER SHEAR IHEIGHT' WIDTH HEIGHT I WIDTH PLF I FT I FT FT I FT 46.8 I 1 41.3 1 61.5 4 1' '31:41: 'f' 45.2 I I 41.31 45.2 4 741,-.31-- ;1 65.2 I I 2 1 79.2 I 4 [L,1 ._81,. ;1- 79.2 4 F` 1:1:751 241 8 1 .41: 8 I 41 8 I 41 PERFORATED SHEAR WALL DESIGN "I. MINIMUM PIER HEIGHT I WIDTH FT I FT MAX OPENING I OF WALL HEIGHT (FT.) I HEIGHT 0 0 MAX OPENING HEIGHT (FT.) 0 38 0 0 0 0 0 0 0 0 OF FULL HEIGHT SHTHG. 1 0 I_ „,1A0,. I 1.00 110.6 1.00 110.6 100 I 0.73 I 0.65 100.1 OF WALL I OF FULL HEIGHT I HEIGHT SHTHG. 42 0 1. 1. .1 1:00. '1:00 1 :00 1.00 1.,00. 1 00 RESISTANCE ADJUSTMENT FACTOR 1.00 61.5 1.00 45.2 RESISTANCE ADJUSTMENT FACTOR 0.97 1.00 144.0 0.95 1.00 1.00 1 00 1.00 1.00 1.00 1.00 1 00 1 00 1.00 DESIGN SHEAR PLF DESIGN SHEAR PLF 148.6 SHEAR WALL TYPE NONE NONE 1 1 1 SHEAR WALL TYPE 1 1 158.6 2 150.6 2 150.6 2 150.6 2 263.7 2 263.7 2 244.8 2 244.8 2 233.0 2 233.0 2 233.0 2 WALL DL IROOF DLIFLOOR DL 51 171_ TRIB I TRIB I ROOF I FLOOR I UPLIFT FT I FT I LBS. I 0.0 I I 0.0 ....'I TRIB I TRIB I ROOF I FLOOR I UPLIFT FT I FT I LBS. 3 3 5.25 3.5 1- 489.6 428.9 0.0 505.3 912.8 604.7 899.5 931.0 931.0 3952.6 3952.6 2550.7 24871 2482.8 2482.8 2482.8 01 ridge beam -Roof Beam 4 Seasons Engineering Inc. Project: Daniel Clawson, 225 E. Eleventh St. Pt Angeles, WA 98362 Job Clawson Construction Client: Clawson Construction Input Data ttii C100"1631 z 12 Left Cantilever None Check for repetitive use? Yes Dead Load: 17 psf Allow LL Deflection: U240 ED. 1800000 psi User Defined Loads Dead Design Checks Uniform Max. Value Allowable of Allow Location Reactions and Bearing ,�;,pcation� 0' 22' Program Version 8.2 12/17/2004 Main Span: 22' Right Cantilever None Tributary Width: 12' Live Load: 0 psf Allow TL Deflection: U180 F 240 psi .;psi:.,- p er aF r? i �x. 9 5731 2429.76 112.486 0.836 1 451 5789.22 2715.02 276 11 14667 99 II, 89 It 41 it 76 V 0' 11 11 1/2' 11 11 1 738 1 738 0 Self- weight of member is not included. Member has an actual /allowable ratio in span 1 of 98 1 E Design is governed by total deflection. Governing load combination is Dead +Snow Condition 1 w /Pattern Loads. Maximum hanger forces: 5731 lb (Left) and 5731 lb (Right). 22' Slope: 0:12 Snow Load: 25 psf DOL. 1 150 F 2400 psi 5731 .4 S' 5731 17 \e..)so t. Page 1 1034 53 04/02/07 Designed by Donna Petersen P E. Checked by 98 40 4 4 TKr' A E .,s. 02 ridge beam -Roof Beam 4 Seasons Engineering Inc. Project: Daniel Clawson 225 E. Eleventh St. Pt Angeles, WA 98362 Job Clawson Construction Client: Clawson Construction Input Data Left Cantilever None Check for repetitive use? Yes Dead Load: 17 psf Allow. LL Deflection: L/240 Eb. 1800000 psi User Defined Loads Dead Design Checks Max. Value Allowable of Allow Location Reactions and Bearing aS'itppo atror? ft 0 19'6' Program Version 8.2 12/17/2004 Uniform 1.54 1.54 att Main Span: 19'6' Tributary Width: 12' Live Load: 0 psf Allow TL Deflection: L/180 F 240 psi 0' Reat 5079.75 1908.92 98.383 5131.39 2747.97 276 99 69 W 36 V 0' 9'9' 1'1 -1/2' 5079.75 5079 75 Self- weight of member is not included. Member has an actuaVallowable ratio in span 1 of 69 Design is governed by bending fb /Fb. Governing load combination is Dead +Snow Condition 1 w /Pattern Loads. Maximum hanger forces: 5079.75 lb (Left) and 5079.75 lb (Right). 20' Designed by Donna Petersen P E. Checked by Right Cantilever None Slope: 0:12 Snow Load: 25 psf DOL. 1 150 Fb. 2400 psi LGI 17 0.516. 0.975 52 9'9' Page 1 10 04/02/07 0.8961 1.3 68 le 9 '9' Input Data fit! sir 7.4Fe Max. Value Allowable of Allow Location 03 floor beam kitchen-Floor Beam 4 Seasons Engineering Inc. Project: Daniel Clawson, 225 E. Eleventh St. Pt Angeles, WA 98362 Job Clawson Construction Client: Clawson Construction Left Cantilever None Check for repetitive use? Yes Dead Load: 17 psf Allow LL Deflection: U360 Eb. 1300000 psi User Defined Loads 10:0,4*It p 4510.411.01016 A t Dead Design Checks Reactions and Bearing 0' 8' Program Version 8.2 12/17/2004 .4461:0**0 Main Span: 8' Tributary Width: 9' Live Load: 40 psf Allow TL Deflection: L/240 (3 in Maximum) F 170 psi Uniform x ---00,0 toBA' TA q 1 of t..4 2092 606.896 49.358 5156.59 875 170 41 Ile 69 i 29 ti 0' 4' 72-1/2' 4 1 .0040:010 1W'• 1.5 209'2 1.5 2092 Self-weight of member is not included. Member has an actual/allowable ratio in span 1 of 69 te%. Design is governed by bending fb/Fb. Governing load combination is Dead+Floor Live w/Pattern Loads. Maximum hanger forces: 2092 lb (Left) and 2092 lb (Right). Designed by Donna Petersen P E. Checked by Right Cantilever None Slope: 0 Snow Load: 0 DOL. 1.000 Fb. 875 psi 8' 10 Page 1 17.28.14 04/05/07 p "End ift utiek view. q. 4.01 -0.0944 0.2667 24 if 4' 0.4 23' 4' Input Data 04 floor beam kitchen/hall-Floor Beam 4 Seasons Engineering Inc. Project: Daniel Clawson, 225 E. Eleventh St. Pt Angeles, WA 98362 Job. Clawson Construction Client: Clawson Construction V iiikAlt,„: Left Cantilever None Check for repetitive use? Yes Dead Load: 17 psf Allow LL Deflection: L/360 4 Max. Value ft- Eb. 1300000 psi User Defined Loads "040:40f 4 t Dead Design Checks 2222.6 Allowable 5156.59 of Allow Location Reactions and Bearing *7 0' 8'6' 43 Program Version 8.2 12/17/2004 Uniform 0 ittga a Lara m Main Span: 8 Tributary Width: 9' Live Load: 40 psf Allow TL Deflection: U240 (3 in Maximum) F. 170 psi 4 X 685.081 875 78b 4'3' Self-weight of member is not included. Member has an actual/allowable ratio in span 1 of 78 te%. Design is governed by bending fb/Fb. Governing load combination is Dead+Floor Live w/Pattern Loads. Maximum hanger forces: 2222.6 lb (Left) and 2217.9 lb (Right). 4 jr 1.5 2222.6 1.5 2217.9 Designed by Donna Petersen P E. Checked by Right Cantilever None Slope: 0 Snow Load: 0 DOL. 1.000 Fb. 875 psi 52.989 170 31 11 71-112' Page 1 17.27 48 04/05/07 TrOOk -4 -0.0828 -0 1202 0.2833 0 425 29 to 28 4'2-2/2' 4'2 2/2' 05 ridge beam closet -Roof Beam 4 Seasons Engineering Inc. Project: Daniel Clawson 225 E Eleventh St. Pt Angeles WA 98362 Job Clawson Construction Client: Clawson Construction Input Data Oyes iiyofr( ,4; :N+ 0„,) Left Cantilever None Check for repetitive use? Yes Dead Load: 17 psf Allow LL Deflection: U240 Eb. 1600000 psi User Defined Loads Dead Design Checks c, f yYa'4Y n °J Max. Value 1475.5 Allowable 2812.69 of Allow 52 V Location 0' Reactions and Bearing on 0' 13' Program Version 8.2 12/17/2004 Type• Uniform Main Span: 13' Tributary Width: 5' Live Load: 0 psf Allow TL Deflection. U180 F 180 psi earing1 1.5 1.5 Df'stance(s) tc stmt: 0' 909.345 1035 88 V 6'6' ;eacion <u`Ib: fi 1475.5 1475.5 Load ;Cepg�h. ft 22' sSF19ar� 56.828 207 27 12'3/4' Self- weight of member is not included. Member has an actuaVallowable ratio in span 1 of 88 Vb/b. Design is governed by bending fb /Fb. Governing load combination is Dead +Snow Condition 1 w /Pattern Loads. Maximum hanger forces: 1475.5 lb (Left) and 1475.5 lb (Right). Designed by Donna Petersen P E Checked by Right Cantilever None Slope: 0:12 Snow Load: 25 psf DOL. 1 150 Fb. 900 psi -0.141 0.65 21V 6'6' Page 1 08 30'06 04/04/07 Load eft' 0.2561 0.8667 29 V 6'6' 4 Seasons Engineering Inc. Project: Daniel Clawson, 225 E Eleventh St. Pt Angeles, WA 98362 Job Clawson Construction Client: Clawson Construction Input Data '`hclif(3 „,Na.`D:oulasi Left Cantilever None Check for repetitive use? Yes Dead Load: 17 psf Allow LL Deflection: U240 Eb. 1600000 psi User Defined Loads Dead Dead ck case: r�. vaJ Design Checks Max. Value Allowable of Allow Location Reactions and Bearing iart;.LOOaf�iyn: 0' 10' Load= Triti a Uniform Concentrated Self- weight of member is not included. Member has an actual/allowable ratio in span 1 of 67 le Design is governed by bending fb /Fb Governing load combination is Dead +Snow Condition 1 w /Pattern Loads. Maximum hanger forces: 1767.5 lb (Left) and 1767.5 lb (Right). Program Version 8.2 12/17/2004 06 roof header closet -Roof Beam 0' Main Span: 10' Tributary Width: 4'6' Live Load: 0 psf Allow TL Deflection: L/180 F 180 psi At not 0,,t 4?C:` n, S44t 1767.5 791 704 50. 4219.03 1190.25 207 42 IC 67 24 le 5' 9'3/4 nom• 1.5 1.5 0' 5' ;R e�ctio�ri 1767.5 1767.5 Obit Designed by Donna Petersen P E. Checked by Right Cantilever None Slope: 0:12 Snow Load: 25 psf DOL. 1 150 Fb. 900 psi goad., 'L;oaii at, ;Load:at °�L0140. 340' Evil ft'" 'pW 0 22' 17 1475 Page 1 08 39'33 04/04/07 3f1 Mfr. 0.0296 0.1164 0.5 0 6667 5 I 17? 5' 5' 07 carry rafter -Roof Beam 4 Seasons Engineering Inc. Project: Daniel Clawson 225 E. Eleventh St. Pt Angeles WA 98362 Job Clawson Construction Client: Clawson Construction Input Data Left Cantilever None Check for repetitive use? Yes Dead Load: 17 psf Allow LL Deflection: L/240 Eb. 1600000 psi User Defined Loads Dead Design Checks Concentrated Max. Value 1226.53 Allowable 4219 03 of Allow Location Reactions and Bearing 144aioii: ogglapnr» -arstriPmg, Main Span: 157 7/16' Tributary Width: 2' Live Load: 0 psf Allow TL Deflection: U180 F 180 psi eta Orl= 29 it 0' '0 40 749.635 931.5 80 6'6 -3/32' 0 157 7/16' 1.5 1.5 eauctloFi-: t:, 1226.53 1000.23 Self- weight of member is not included. Member has an actuaVallowable ratio in span 1 of 80 to Design is governed by combined stress NDS 3.9 -3. Governing load combination is Dead. Maximum hanger forces: 1226.53 lb (Left) and 1000.23 lb (Right). Program Version 8.2 12/17/2004 30.105 162 19 11 1/4' Designed by Donna Petersen P E. Checked by Right Cantilever None Slope: 10:12 Snow Load: 25 psf DOL. 0.900 Fb. 900 psi 1767.5 :sal. 0.0462 0.781 5 7'6 -5/16' Page 1 11:26:20 04/04/07 .em 0.2972 1 0414 28 11 7'6-5/16' 08 wall studs -Wall Column 4 Seasons Engineering Inc. Project: Daniel Clawson, 225 E. Eleventh St. Pt Angeles, WA 98362 Job Clawson Construction Client: Clawson Construction Input Data Span Span 1 Overall Length Notes. Lengths are to center line of bearing. Elevation Angle is 90 deg. Bottom is considered to be pinned. User Defined Loads Horizontal Vertical Actual Axial Axial Span Span Length Unbraced Unbraced Length Length Length X Length Y ft ft ft ft ft 0' 13 13 13 0' 0' 13 13 Notes. Positive loads act down. Distances are measured along length of member Live loads are patterned to 100 Weight of members is not included in the calculations. Summary of Member Forces Load Combinations Page 1 13 15:28 04/04/07 Designed by Donna Petersen P E. Checked by Load Case Load Component Distance(s) to Load Load at Load at Offset Offset Type Start Length Start End X Y ft ft lb lb ft ft plf pif Description: Column Load Dead Concentrated Axial 13' 181 0' 0' Description: Wind Load Wind in Pos X Uniform Shear In 0' 13' 20 0' 0' Plane Description: Wind Load Wind in Neg X Uniform Shear In 0' 13' 20 0' 0' Plane Description. Snow Condition I Concentrated Axial 13' 267 0' 0' Span Axial Shear Shear Bending Bending Torsion Deflection Deflection Major Axis Minor Axis Major Axis Minor Axis Major Axis Minor Axis lb lb lb ft -lb ft -lb ft -lb in in 1 -448.0 130.0 422.5 -0.386 Reactions Support Load Horizontal Horizontal Vertical Moment Moment Comb Major Axis Minor Axis Major Axis Minor Axis lb lb lb ft -lb ft -lb 1 Dead +Snow Condition 1 65 0 0 0 448.0 0.0 0.0 2 Dead +Snow Condition 1 65 0 0 0 0.0 0.0 0 0 08 wall studs -Wall Column 4 Seasons Engineering Inc. Project: Daniel Clawson 225 E. Eleventh St. Pt Angeles WA 98362 Job Clawson Construction Client: Clawson Construction Timber Design 1 Option 1 Check of Member 1 2x6 I Design Data Check of Member 1 2x6 w Material type is No. 2 Douglas Fir -Larch Dimensional Check for repetitive use? No Top flange bracing is Fully Braced Moist use? No 1, 20.8 in ^4 S.,= 7 6 in ^3 Shear CH 1 Snow Ca= 1 15 Side loaded? No Overstress factor 1 Allowable Floor live load deflection L/360 Allowable Floor total load deflection L/240 (3 in Maximum) Member weight used in analysis 0 plf Critical Design Checks Span 1 Value Allowable of Allow Location Span I Span I Span 1 Program Version 8.2 12/17/2004 Bottom flange bracing is Fully Braced Iy 1.5 in^4 Sr 2.1 in ^3 This is not a spaced column K 1 Lx 13' KY= 1 Ly Area 8.25 in ^2 Critical Axial Bending X Bending Y Reaction psi psi psi lb 130 54.303 1406.34 561.846 9l 10 0' 6'6' Co I C, I CL I 1.600 I 1.000 I 1.000 I Cb I CFb I CF/ I 1 000 I 1.300 I 1.300 I L/d �I Lid I Ly /d Limit 50 I 28.36 1 0 1 Cy I Cf 1.000 1 1.000 CPC I CMb 1 100 1 1 000 Shear psi Designed by Donna Petersen P E. Checked by Ebb, 1.6e +06 psi Eb 1 6e +06 psi G assumed as .06E Fb. 900 psi F,. 575 psi F 1350 psi F,. 625 psi F 180 psi Actual density 35 pcf LL Deft. in 670.413 0 21.97 0.386 1872 1872 288 0 4333 36 b 0/I 8V 89 6'6' 6'6' 5 -1/2' 6'6' TL Deft. in CM/ I CM, I CMcl I CMc I CME I 1 000 L 1.000 I 1.000 1 1000 L 1000 Page 2 13 15.28 04/04/07 0.386 0.65 59 6'6' C, I Cr I CE, 1 CP, I CH CT 1 1 000 I 1 000 I 0.236 I 1 000 I 1.000 1.000 Rb 0 psi FcEy I FbE I KcE I c F' psi FEE psi le+06 I 0.3 I 0.8 Member has an actual/allowable ratio in span 1 of 89 d Design is governed by live load deflection. Governing load combination is Dead +0.5 *Snow Condition 1 +Wind in Neg X. Axial capacity of member is 2458.5 lb Maximum hanger forces: 130 lb (Left) and 130 lb (Right). Minimum Bearing Span Actual Left Support Right Support Length Min. Bearing Min. Bearing ft in in Span 1 13' 1.5 1.5 Locations of maximum stress, moment, etc. are measured from the left end of the member Bearing across full width of beam is required. Structural adequacy of supporting members must be confirmed. Bearing lengths required may be limited by bearing stress on supporting members. A negative reaction indicates that the beam must be fastened to the support to resist uplift. See manufacturer's literature for side loaded connection requirements. Cantilever deflection allowables are based on twice the span length. 09 POST RIDGE Simple Column 4 Seasons Engineering Inc. Page 1 Project: Daniel Clawson, 225 E. Eleventh St. Pt Angeles, 1508 57 04/04/07 WA 98362 Job Clawson Construction Designed by Donna Petersen P E. Client: Clawson Construction Checked by Input Data Span Horizontal Vertical Actual Axial Axial Span Span Length Unbraced Unbraced Length Length Length X Length Y ft .ft ft ft ft Span 1 0' 14 14 14 14 Overall Length 0' 14 14 Notes. Lengths are to center line of bearing. Elevation Angle is 90 deg. Bottom is considered to be pinned. User Defined Loads Load Case Load Type Description: Column Load Dead Concentrated Notes. Positive loads act down. Distances are measured along length of member Live loads are patterned to 100 Weight of members is not included in the calculations. Summary of Member Forces Load Combinations Span Axial Shear Shear Bending Bending Torsion Deflection Deflection Major Axis Minor Axis Major Axis Minor Axis Major Axis Minor Axis lb lb lb ft -lb ft -lb ft -lb in in 10811 0 Reactions Support 2 Component Axial Distance(s) to Load Load at Load at Offset Offset Start Length Start End X Y ft ft lb lb ft ft 14 10811 0' 0' Load Horizontal Horizontal Vertical Moment Moment Comb. Major Axis Minor Axis Major Axis Minor Axis lb lb lb ft -lb ft -lb Dead 0 0 0 0 10811 0 0 0 Dead 0.0 0.0 0.0 0 0 00 00 Design Data Span I Value Allowable 703172 of Allow Location Span 1 Span I Span 1 Program Version 8.2 12/17/2004 09 POST RIDGE Simple Column 4 Seasons Engineering Inc. Project: Daniel Clawson, 225 E Eleventh St. Pt Angeles, WA 98362 Job. Clawson Construction Client: Clawson Construction Timber Design 1 Option 1 Design of Member 1 8x8 Design of Member 1 8x8 Material type is No. 2 -Posts Douglas Fir -Larch Heavy Timber Check for repetitive use? No Top flange bracing is Braced At Supports Moist use? No Bottom flange bracing is Braced At Supports I,, 263 7 in ^4 Sr 70.3 in ^3 Shear CH 1 Snow Cd 1 15 Side loaded? No Overstress factor 1 Allowable Floor live load deflection L/360 Allowable Floor total load deflection L/240 (3 in Maximum) Member weight used in analysis 0 plf (Based upon best choice 6x8) CD 0.900 Cb I 1.000 L/d I Limit 50 I Area 56.25 in ^2 Critical Design Checks Critical Axial Bending X Bending Reaction psi psi psi lb 0 192.196 0 477.675 673.279 0 40 0 0' 14' 14' C, I CL I Cv I Cm I 1.000 I 0.997 I 1.000 I 1.000 I CRb I cR I CRe I CMb I 1.000 I 1.000 l 1.000 I 1.0001 LA i L /d I Fce I psi 22.4 I 22.4 I 777.264 I l 263 7 in ^4 SY 70.3 inA3 This is not a spaced column Kx 1 Lx 14' Ky= 1 Ly 14' Y Designed by Donna Petersen P E. Checked by Shear psi Eb. 1.3e +06 psi Eby. 1.3e +06 psi G assumed as 06E Fb. 750 psi F,. 475 psi F 700 psi Fri 625 psi F 170 psi 0 0 675 153 0 0 14' 7 1 /2' Cr I Cr I Cp, I 1 000 I 1.000 I 0.758 I CMI I CMv I CMel I 1.000 I 1 000 I 1 000 FCE y I FbE I psi psi 777.264 I 13846.6 I Actual density 35 pcf LL De,Jt. in 0 04667 0 0' Cp, .I CH 0 758 I 1 000 CMc I CME 1.000 L 1 .000 KcE I e 0.3 I 0.8 TL Deft. in Member has an actual/allowable ratio in span 1 of 40 Design is governed by axial fa/Fa. Governing load combination is Dead. Axial capacity of member is 26831.2 lb. Locations of maximum stress, moment, etc. are measured from the left end of the member Bearing across full width of beam is required. Structural adequacy of supporting members must be confirmed. Bearing lengths required may be limited by bearing stress on supporting members. A negative reaction indicates that the beam must be fastened to the support to resist uplift. See manufacturer's literature for side loaded connection requirements. Cantilever deflection allowables are based on twice the span length. Page 2 15 08 57 04/04/07 0 07 0 0' CT 1.000 Rb 6.42 F PSi 630 09 POST RIDGE Simple Column 4 Seasons Engineering Inc. Page 1 Project: Daniel Clawson 225 E. Eleventh St. Pt Angeles, 15 10:23 04/04/07 WA 98362 Job Clawson Construction Designed by Donna Petersen P E. Client: Clawson Construction Checked by Input Data Span 1 Overall Length Notes. Lengths are to center line of bearing. Elevation Angle is 90 deg. Bottom is considered to be Dinned. User Defined Loads Load Case Load Type Description: Column Load Dead Concentrated Notes. Positive loads act down. Distances are measured along length of member Live loads are patterned to 100 Weight of members is not included in the calculations. Summary of Member Forces Load Combinations Span Axial Shear Shear Bending Bending Torsion Deflection Deflection Major Axis Minor Axis Major Axis Minor Axis Major Axis Minor Axis lb lb lb ft -lb ft -lb ft -lb in in 1 10811 0 Reactions Support 2 Span Horizontal Vertical Actual Axial Axial Span Span Length Unbraced Unbraced Length Length Length X Length Y ft ft ft ft ft 0' 14 14 14 14 0' 14 14 Component Distance(s) to Load Load at Load at Offset Offset Start Length Start End X Y ft ft lb lb ft ft Axial 14 10811 0' 0' Load Horizontal Horizontal Vertical Moment Moment Comb. Major Axis Minor Axis Major Axis Minor Axis lb lb lb ft -lb ft -lb Dead 0 0 0.0 10811 0 0.0 0 0 Dead 00 00 00 00 00 09 POST RIDGE Simple Column 4 Seasons Engineering Inc. Project: Daniel Clawson, 225 E Eleventh St. Pt Angeles, WA 98362 Job Clawson Construction Client: Clawson Construction Design Data Moist use? No Timber Design 1 Option 1 Check of Member 1 5 1/8 "x6" Check Material type is 3 -DF Column Glulam Weste Check for repetitive use? No Ic 92.3 in ^4 S 30.8 in ^3 Shear CH 1 Snow Cd 1 15 Side loaded? No Overstress factor 1 Allowable Floor live load deflection =11360 Allowable Floor total load deflection L/240 (3 in Maximum) Member weight used in analysis 0 plf Critical Design Checks Critical Reaction lb Span 1 Value 0 351.577 Allowable 4997.21 668.327 of Allow 0 1 53 k Location 0' 0' C I C, I CL I Span 1 0.900 I 1.000 I 0.992 I Cb I CFb I CFt I Span 1 1 000 I 1.000 1 1 000 I L/d I L ,,/d L /d Limit Span 1 50 I 28 I 32.78 I Program Version 8.2 12/17/2004 Axial psi of Member 1 5 1/8 "x6' rn Top flange bracing is Braced At Supports Bottom flange bracing is Braced At Supports IY 67.3 inm Sr 26.3 in ^3 This is not a spaced column K 1 L 14' K 1 L 14' Area 30 75 in ^2 Bending X Bending Y psi psi 9,' Shear psi 0 0 2054.36 2022.3 0kf Ole 0' 0' C,, I C I C I C I 1.000 11 000 I 1.000 11 000 I Designed by' Donna Petersen P E Checked by Eb, 1 8e +06 psi Eb I.8e +06 psi G assumed as .06E Fb. 2300 psi F, 1450 psi F 2300 psi F 650 psi F 165 psi Actual density 35 pcf LL Defl. in 0 0 148.5 0 4667 0 07 Ole Ole 0if 6' 0' 0' CF, l CF, I CH 0 431 I 0.323 I 1 000 CF,, I CMb I CMt I CMv I CMcl I Chit I CME 1000 I 1000 I 1000 L 1.000 I 1 000 1 1.000 I_ 1 000 FcE FcE I FbE I KCE I C psi psi psi 959.694 I 700 193 I 15549.3 I 0.418 I 0.9 Member has an actual/allowable ratio in span 1 of 53 Design is governed by axial fa/Fa. Governing load combination is Dead. Axial capacity of member is 20541 lb Locations of maximum stress, moment, etc. are measured from the left end of the member Bearing across full width of beam is required. Structural adequacy of supporting members must be confirmed. Bearing lengths required may be limited by bearing stress on supporting members. A negative reaction indicates that the beam must be fastened to the support to resist uplift. See manufacturer's literature for side loaded connection requirements. Cantilever deflection allowables are based on twice the span length. Page 2 15 10:23 04/04/07 TL Defl. in CT 1.000 R,, 8.4 F" psi 2070 10 PORCH BEAM -Floor Beam 4 Seasons Engineering Inc. Project: Daniel Clawson, 225 E. Eleventh St. Pt Angeles, WA 98362 Job Clawson Construction Client: Clawson Construction Input Data 'Clieck°a; .3)) No 2 Left Cantilever None Check for repetitive use? Yes Dead Load: 10 psf Allow LL Deflection: U360 Eb. 1300000 psi Design Checks Max. Value 715.625 Allowable 2733.93 of Allow Location Reactions and Bearing r$14 :1ftXci, 0 0' 9'6 -1/2' 26 kl Program Version 8.2 12/17/2004 0' Main Span: 9'6 -1/2' Tributary Width: 3' Live Load: 40 psf Allow TL Deflection: L/240 (3 in Maximum) F 150 psi 1.5 1.5 902.91 1270.75 71 4'9 -1/4' Self- weight of member is not included. Member has an actual/allowable ratio in span 1 of 86 Design is governed by live load deflection. Governing load combination is Dead +Floor Live w /Pattern Loads. Maximum hanger forces: 715.625 lb (Left) and 715.625 lb (Right). otler 39.631 150 26 I' 9'1 715.625 715.625 Page 1 15 52 59 04/05/07 Designed by Donna Petersen P E Checked by Right Cantilever None Slope: 0 Snow Load: 0 DOL. 1 000 Fb. 850 psi 0.2759 0 3181 86 It 4'9 -1/4' LDefl: jtn, 0.3449 0.4771 72 t1 4'9-1/4' 4 Seasons Engineering Inc. Project: Daniel Clawson, 225 E. Eleventh St. Pt Angeles WA 98362 Job. Clawson Construction Client: Clawson Construction Input Data P00010410040104:2449. .ittkentat0.00.W Left Cantilever None Main Span: 9'6-1/2' Check for repetitive use? Yes Tributary Width: 5' Dead Load: 17 psf Live Load: 0 psf Allow LL Deflection: U240 Allow TL Deflection: U180 Eb. 1300000 psi F 150 psi Design Checks Max. Value 1001.88 Allowable 2733.93 of Allow. 37 it Location o' Reactions and Bearing .§40,0490010 1 104 1.5 1001.88 9'6-1/2' 1.5 1001.88 11 PORCH ROOF BEAM-Floor Beam Self-weight of member is not included. Member has an actuaVallowable ratio in span 1 of 86 Se%. Design is governed by bending fb/Fb. Governing load combination is Dead+Snow Condition 1 w/Pattern Loads. Maximum hanger forces: 1001.88 lb (Left) and 1001.88 lb (Right). Program Version 8.2 12/17/2004 Right Cantilever None Slope: 0:10 Snow Load: 25 psf DOL. 1 150 Fb. 850 psi Page 1 15 54 14 04/05/07 Designed by Donna Petersen P E. Checked by lb Aop..000, fOst ‘140. ;,,,4400001 :$11P0,t 1,14Ptiefi. 1461 36 172.5 0 6361 0.4771 55.331 -0.2874 -0.4829 1264.07 86? 32 I 60 le 75 4'9-1/4' 9'1 4'9-1/4 4•9-1/4'