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Home My WebLink About613 Del Guzzi Dr Technical - Building ~ TEe \ G:frv~\ \Y. ( -, ~ \) Q; '{i\ \-Y v \ ~ ~er ,oV- L\ -*Dl-,CS1 ~ W\~ ~Sy~ ~ 0-- ~ Ov~~f "/1,09:, ~ \()-"V <0{\~~ \ QoJtS '} \\ . .. ~. Residence Structural Design for George & Rena Peabody Delguzzi Drive Port Angeles, WA 98362 TP# 063012-680140 cv I EXPIRES ..-4. c C1 4 SEASONS ENGINEERING, INC. 619 SOUTH CHASE STREET PORT ANGELES, WA 98362 Fllt 4SEASONS ENGINEERING, INC (360) 452-3023 · Fax (360) 452-3047 619 S. Chase Street. Port Angeles, WA 98362 May 3, 2007 Jim Lierly City of Port Angeles Building Official PO Box 1150 Port Angeles, WA 98362 Subject: Scope of Engineering for: Structural Design George & Rena Peabody Delguzzi Drive Port Angeles, WA 98362 Enclosed is the structural design of the Residence for George & Rena Peabody. 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 C0"UJUL-.> 9 (2~ Qs . Donna J. Petersen P .E. Structural Design George & Rena Peabody Delguzzi Drive Port Angeles, WA 98362 DESIGN CRITERIA DESIGN STRESSES ELEVATION LESS THAN 625 FT DOUGLAS FIR/LARCH #2- 2 & 4 X Fb = 900 PSI Fv= 95 PSI E= 1.6 (10)6 PSI 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) DOUGLAS FIR/LARCH #1- 2 & 4 X Fb= 1200 PSI Fv= 95 PSI E= 1.8 (10)6 PSI WIND SPEED, V FM = 80 MPH 3 SEC GUST, V 35 = 100 MPH HEM FIR #2- 2 & 4 X Fb = 850 PSI Fv= 75 PSI E= 1.3 (10)6 PSI GLU-LAM BEAMS 24F-V4 Fb= 2400 PSI (T) BOTTOM Fb= 1850 PSI (T) TOP Fv= 165 PSI E= 1.8 (10)6 PSI EXPOSURE C SEISMIC ZONE O2 SOIL BEARING = 1500 PSF REFERENCES (1) INTERNATIONAL BUILDING CODE 2006 (2) INTERNATIONAL RESIDENTIAL CODE 2006 (3) MINIMUM DESIGN LOADS FOR BUILDING AND OTHER STRUCTURES ASCE7-05 (4) NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION 2005 (NDS-05) (5) BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE 2005 (ACI318-05) (6) BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES 2005 (ACI 530-05) (7) SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS 2005 (ASCE 360) (8) CONNECTORS FOR WOOD CONSTRUCTION by SIMPSON STRONG-TIE (9) ROSBORO-APA WOODCAD, VERSION 1.1 by ROSBORO GLULAM RESOURCES 2000 (10) RISA-2D RAPID INTERACTIVE STRUCTURAL ANALYSIS - 2-DIMENSIONAL VERSION 6.5 3 --_..~-.- -.----.....----...------ General Notes 1. Ground snow load = 25 PSF, roof snow load = 25 PSF 2. Maximum soli bearing capacity = 1500 PSF 3. Seismic Zone 02. 4. Wind, VFM = 80 MPH, 3 second gust, V3S = 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. 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. 7. Girder trusses shall be attached to wall framing with Simpson LGT2, minimum 2000 pounds uplift, or equal. 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. 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 2006 International Building Code. 2. Concrete shall attain a 28 day strength of F'e= 2500 psi, 5 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: Footings and other unformed surfaces: earth face 3" 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 3/4" 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. 8. Footings shall bear on solid unyielding natural earth free of organic materlal12" below original grade. 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) 1. All wood framing details not shown otherwise shall be constructed equal to or better than the minimum standards of the 2006 IBC. 2. Minimum nailing requirements: Unless otherwise noted, minimum nailing shall be in accordance with Table 2304.9.1 of the 2006 IBC 3. All structural framing lumber such as 2x_jolsts, 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. 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. 7. All Glu-Iam beams to consist of Douglas Fir kiln dried 24F-V4 standard grade unless noted otherwise on plans. 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 Finish CCA-C and DOT Sodium Borate ISBXl Galvanized, 0.60 ozl~ ACQ-C, ACQ-D, CBA-A, CA-B, Other Borate (Non- Post Hot-Dip Galvanized, ZMAX galvanized, 1.85 DOTI ozlft2. , or SST300-Stalnless Steel Steel Ammoniacal Copper Zinc Arsenate (ACZE) SST300-Stalnless Steel and other Dressure treated woods. 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. 13. All columns in framed walls to be well nailed Into adjacent framing in order to resist lateral movement. 12. Individual members of built-up posts and beams shall each be attached with 16d spikes at 12" o.c. staggered. 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. 20. Toenail joists to supports with 2-16d nalls, 2-10d box nails for T JI joists. 19. Provide double joist headers and double joists each side of all openings In floors and roofs unless detailed otherwise. 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. 21. Attach joists to flush headers and beams with Simpson "U" series metal joist hangers to suit the joist size. 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. 25. Plywood wall sheathing for noted shear walls shall have solid blocking at all sheathing panel edges. See shear wall schedule for further notes. 24. Provide continuous solid blocking at mid-height of all stud walls over 10' in height unless wall Is blocked per shear wall note. -.----.-----.-.- _. SHEAR WALL SCHEDULE 1 7 Mark Sheeting Fastener spacing Intermediate Framing Bottom plate nailing 8i Anchor Bolts l.(aJClumum I NoTes doubled stud snllclnn allowble o all edges framing noli backing Sheeted Sheeted Sheeted Sheeted shear (Blocked) spacing size one sldtl both sides one sldtl both sldtls 7/16.0SB 8d 0 6. OC 8d 0 6. OC 2x 240 PLF 2, .3, 6 0 OR for stud framing 024" 2-16d 0 2-16d 0 1/2" Xl0" 5/8" Xl0" 480 PLF 8d 0 12" OC 15 GA 04" OC for stud framln 016" 12"OC 8.OC 048" O.C. o .30" O. C. 7/16.0SB 8d 04. OC 8d06 OC 2x .350 PLF 2, .3, 5, 6 OR for stud framing 024" 2-16d 2-16d 0 5/8. Xl0. 5/8. Xl0. 700 PLF 0 8d 0 12" OC 15 GA 0.3. OC for stud famlng 016. o 10"OC S"OC 040" O.C. 020" O.C. 1/2" CDX 8d 0 .3" OC 8d 06. OC .3x 490 PLF 2, .3, 4, 5, 6 0 plywood OR for stud framing 024" or 2-16d 2-16d 0 5/8. Xl0. 5/8" Xl0" 980 PLF 8d 0 12" OC 15 GA 02-1/2" OC for stud framIng 0 16" DBL2x o 7.0C .3-1/2.0C 028.0.C. o 14" O.C. 1/2" CDX 10d 0.3" OC 10d 06" OC .3x 600 PLF 2, .3, 4, 5, 6 0 plywood for stud framIng 024" or 2-16d 2-16d 0 5/8. Xl0" 5/8" Xl0. 1200 PLF 10d 0 12" OC DBL2x o 6.OC .3.0C 024.0.C. 012.0.C. for stud framIng 0 16" 1/2. CDX 10d 02. OC 10d 06" OC .3x 770 PLF 2, .3, 5, 6 (]) plywood for stud framing 024" 'or .3-16d .3-16d 0 5/8. Xl0. SIB. Xl0. 1540 PLF 10d 0 12. OC DBL2x o 6"OC .3.OC o lB. O.C. 09" O.C. for stud framing 0 16" 0 1/2. GWB Sd COOLER 0 4" OC 5d cooler 04" OC 2x 2-16d 0 5/8" Xl0" .300 PLF .3, 6 both sides OR OR SdGWB04"OC Sd GWB 04" OC 12.0C o 4B" O.C. 0 ~GWB 6d COOLER 0 .jF OC 6d cooler 04" DC 2x 2-16d 0 S/B" Xl0. .375 PLF .3, 6 both sides OR OR 6d GWB 04. OC 6d GWB 04. OC 10.0C 0.36.0.C. Notes: 1. ALL NAILS SHALL BE GALVANIZf:D BOX NAILS OR COMMON NAILS, FAS7ERNERS SHAL/.,.MEET THE fQJ..LOWlNG CRI7ERIA: Bd common -0.1.31.dla X 2-1/2.mln. Sd cooler -0.OB"6 dla X 1-5,.8 min. . . Sd GWB -0.OB6 dla X 1-5/8 min. 10d common -.0.148 dla X: mIn. 6d cooler -0.092"dla X 1-7/B" mIn. 8d box -0. l1.3"dlo X 2-;:1/2 min. 6d GWB -0.092.dla X 1-7/B. mIn. 10 box -0.12B dla X .3 mIn. 16d common -0.162.dla X .3-1/2. min. 15 GA. staple =0.072.dla X 1-1/2" min. PROVIDE APA RA TED SHEA THING PL YWOoo OR 058 APA RA TED SIDING .30.3 OF INNER SEAL OSB RA TED PANEL SIDING ON ALL 2. EX7ERIOR WALLS AND NAIL PER N07E 1. SPECIFIED SHEA THING AND SIDING PANEL EDGES SHALL BE BACKED WITH 2" OR .3" FRAMING (PER THE TABLE) INCLUDING J. FOUNDATION SILL PLA7ES, VERTICAL FRAMING, AND BLOCKING. PANELS MAY BE INSTALLED EITHER HORIZON TALL Y OR VERTlCALL Y (SEE N07E 4 FOR EXCEPTION). NAILS SHALL BE STAGGERED FOR J" FRAMING. 7/16.058 MAY BE SUBSTlTU7ED FOR 1/2" CDX PLYWOOD IF FRAMING IS SPACED AT 16" ON CEN7ER, OR PANELS ARE APPLIED 4. WITH LONG DIMENSION ACROSS STUDS FOR FRAMING SPACED AT 24" (BLOCKED). !tHERE PANELS ARE APPLIED ON BOTH FACES OF A WALL AND NAIL SPACING IS LESS THAN 6 INCHES ON CEN7ER ON EITHER 5. SIDE, PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFffRENT FRAMING MEMBERS OR FRAMING SHALL BE J-INCH NOMINAL AND NAILS ON EACH SIDE SHALL BE STAGGERf:D. 6. NAILS TO BE DRIVEN flUSH WITH SHEA THING. DO NOT OVER DRIVE NAILS. 7. ALL SHEAR PANELS SHALL BE BLOCKED. PEA BOD Y SHEAR WALL NOTES 4SEASONS ENG/NEER/N~ /NG. (J60) 452-J02J 619 S. Chase St. Port Angeles. WA 98362 DA TE: MA Y 2007 SCALE: NONE DRAWN BY: DJP CHECKED: SHEET: LR Residence George & Rena Peabody Delguzzi Dr. Port Angeles, WA 98362 2006 IBC WIND ANALYSIS WIDTH LENGTH LEAST DIM P06 IBC SEISMIC ANALYSIS - SIMPLIFIED BASE SHEP BUILDING DESCRIPTION .65 .,.., 58 58 S1 0.50 FIRST FLOOR = '10 Ss 1.25 SECOND FLOOR = ':.0' ..' ...... SITE CLASS 0 Y, ROOF HEIGHT = 8 Fv 1.50 AVERAGE HEIGHT OF BUILDING 18 Fa 1.00 A 5.8 3 5.8 2A=f 11.6 Sm1 0.75 WIND EXPOSURE C Sms 1.25 WIND SPEED 100 MPH Sd1 0.50 ROOF PITCH = 10 12 39.81 Sds 0.83 .' P s = AlwPs30 SEISMIC USE GROUP 1 SEISMIC DESIGN CATEGORY 0 P s = AlwPs30 A= 'w= LC1, Ps30 = LC1,Ps = LC2,Ps3o = LC2,Ps = RESPONSE MODIFICATION FACTOR 61/2 AREA A, PS30 = 1.26 1 17.8 22.39 17.8 22.39 SEISMIC BASE SHEAR COEFFICIENT= 0.154 AREA B, ps30 = 1.26 1 12.2 15.35 12.2 15.35 CONNECTION OF SMALL ELEMENTS AREA C, ps30 = 1.26 1 14.2 17.86 14.2 17.86 SHEAR COEFFICIENT= 0.111 AREA 0, ps30 = 1.26 1 9.8 12.33 9.8 12.33 HORIZONTAL DIAPHRAGMS AREA E, ps30 = 1.26 1 1.4 1.76 6.9 8.68 SHEAR COEFFICIENT= 0.1667 AREA F, ps30 = 1.26 1 -10.8 -13.59 -5.3 -6.67 BEARING AND SHEAR WALL AREA G, ps30 = 1.26 1 0.5 0.63 5.9 7.42 OUT OF PLANE WALL FORCES AREA H, ps30 = 1.26 1 -9.3 -11.70 -3.8 -4.78 SHEAR COEFFICIENT= 0.3333 E oh 1.26 1 -6.3 -7.92 -6.3 -7.92 MASONRY AND CONCRETE OUT OF PLANE G oh 1.26 1 -7.2 -9.06 -7.2 -9.06 SHEAR COEFFICIENT= T 0.6667 COMPONENTS AREA 88 ZONE 1, 50sqft 1.26 1 -15.9 -20.00 -10.00 -148.011 LONGEST TRUSS @ 2 FT OC 38 ZONE 2, 50 sqft 1.26 1 -18.9 -23.77 -13.77 -319.567 EAVES 3 ZONE 3, 50sqft 1.26 1 ;;-18.9 -23.77 -13.77 ROOF DEAD LOAD 10 EAVES Z3 1.26 1 ~28.4 -35.72 -25.72 -154.347 TRUSS UPLIFT 622 HURRICANE CLIP H10 '1 -~-----._-.-._--.~--"-_._--._-- Residence George & Rena Peabody Delguzzi Dr. Port Angeles, WA 98362 LATERAL FORCE RESISTING SYSTEM - WIND LOADS SEISMIC LOADS (AREA)(PRESSURE)/LENGTH = SHEAR WALL TRIB WIDTH HEIGHT PS FORCE LENGTH SHEAR TRIB WIDTH DL SHEAR SHEAR SHEAR SECOND AREA FT. FT. PSF LBS FT PLF AREA FT. PSF COEFF. LBS PLF WALL A A 'Cc,il-cn"t% 1i{';,~.5 ,,' 22.39 ROOF 12.5 17 B '8:0 8.3. 15.35 FLOOR C 4.5 ,iCc,,4"5" 17.86 WALL ,9,5 ,....40 D ," 5 5, ~'n',Y".. 12.33 2749.5 42.3 ETC. ',",. 0,154 5925.0 91.2 ,.,,,t,, ,'" WALL B A "'...",...> ;::i ')(""""';.;;,'" 22.39 ROOF 26:5' 17 B .. ""'),' 15.35 FLOOR h..;::' C :26:5 5,0.".."", 17.86 WALL I: 9.5 8 D 1,;\26.5.. ...' ;';,;;16.0: 12.33 7593.6 ".F'iI65"'."., 116.8 ETC. c 0.154 5265.0 81,0 WALL C A 8.0 .."5.0'" 22.39 ROOF .15;3'('\' 17 B 8.0. 8.0 15.35 FLOOR ....':' C 11.0 5:0 17.86 WALL 9:5 40 D 11.0 8.0 12.33 3945.0 ..."..'65,:,' 60.7 ETC. , .. ,.' 0.154 6401.0 98.5 WALL D A 8.0 4:5 22,39 ROOF 14.0 17 B 8.0 8.0 15.35 FLOOR C 6,0 4.5 17.86 WALL 9.0 8 D 7;0 8.0 . 12.33 2960.9 52. 56.9 ETC. 0.154 2480.0 47,7 " WALL E A ':' . " 22.39 ROOF 22.5 17 '. B 15.35 FLOOR ,.. .. ,...... .r C I," '22.5, I'. ",,"5.0 c... ,c, 17.86 WALL ,10.0 8 D '22;5< 1:,2" 16:0C .Cc." 12.33 6447.4 c'C 113.1 ETC. 0.154 4055.8 71,2 ,'c, WALL F A u"' ,...... .'" 'Y""C 22.39 ROOF 18.5 17 B 15.35 FLOOR '. C 18.5 5.0 17.86 WALL 10.0 8 D 18.5, .... 16.0 12.33 5301.2 'S'h. 44'/i 119.1 ETC. 0.154 2700.8 60.7 WALL G A 8.0 A'. 5 22,39 ROOF 10:0 17 B 8.0 I 8.0 15.35 FLOOR . 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N N ; L C\ 'I. iL\ X \/z. Irl..t, ~ 'f,. A.. )\ 1.1.\ fl. 0\ 04~ j V"""\ -< 0 \ D ~ ol'- t-'\ ~ \-4 \ CZ ~'t, \b? U~ ~';.4~Ve ).i,_ I 4SEASONS - 4- 0'1 DATE; - - I ?~odj SCALE, DRAWN BY; ENGINEERING, INC (360) 452-3023 CHECKED: 619 S. Chase St., Port Angeles, WA 98362 SHEET (,; OF 5 (i\\, wCocP )(\0 ~ ~f-_ igI4IL~1-4'C:;); l\i~~;J .. i I ,00'3 -< 0.(6 \f~\ o~ AISC ASD 9th Ed. Code Check Max Bending Check 0.000 Location 0 ft Equation H1~ Slender (Qs= 1 , Qa= 1) Fy 36 ksi Fa 2.954 ksi Ft 21.6 ksi Fb NA Fv 14.4 ksi Cb 1 Beam: M1 Shape: Material: Length: I Joint: J Joint: LC 1: Code Check: 0.041 (shear) Report Based On 97 Sections L9X4X8 A36 Gr.36 16 ft N1 N2 fa 16.185 at 8 ft fc 15.318at8ft ft A Ib 2200 at 0 ft ksi Ib v -2200 at 16 ft M ksi k-ft -1 0 at 8 ft ksi D~in -.299 at 8 ft Max Shear Check 0.041 Location 0 ft Max Defl Ratio L/642 Out Plane In Plane 1 16 ft 224.824 No Cm Lb 16 ft KL/r 224.824 Sway No L Comp Flange 16 ft \\ 01 garage header 16'.Roof Beam 4 Seasons Engineering Inc. Project: DELGUZZI DR Job: PEABODY Client: PEABODY Page 1 09:16:3005/04/07 Designed by: Donna Petersen P.E. Checked by: Input Data Left Cantilever: None Check for repetitive use? Yes Dead Load: 17 psf Allow. LL Deflection: U240 Eb: 1800000 psi Main Span: 16'6" Tributary Width: 2' Live Load: 0 psf Allow. TL Deflection: U180 Fv: 240 psi Right Cantilever: None Slope: 0:12 Snow Load: 25 psf DOL: 1.150 Fb: 2400 psi User Defined Loads Dead Uniform 0' 16'6" 100 Design Checks Max. Value Allowable % of Allow. Location 1518 3047.08 50 tI 0' 1001.88 2760 36 tI 8'3" 53.624 276 19 tI 15'6" -0.1029 0.825 12 tI 8'3" -0.3788 1.1 34 tI 8'3" Reactions and Bearing 0' 16'6" 1.5 1.5 1518 1518 Self-weight of member is not included. Member has an actuaVallowable ratio in span 1 of 36 tI %. Design is governed by bending fb/Fb. Governing load combination is Dead+Snow Condition 1 w/Pattern Loads. Maximum hanger forces: 1518 Ib (Left) and 1518 Ib (Right). Program Version 8.2 - 1211712004 \'1- 02 garage header 61.Roof Beam 4 Seasons Engineering Inc. Project: DELGUZZI DR Job: PEABODY Client: PEABODY Page 1 09: 18:41 05/04/07 Designed by: Donna Petersen P.E. Checked by: Input Data Left Cantilever: None Check for repetitive use? Yes Dead Load: 17 psf Allow. LL Deflection: U240 Eb: 1600000 psi Main Span: 6'6" Tributary Width: 5' Live Load: 0 psf Allow. TL Deflection: U180 Fv: 180 psi Right Cantilever: None Slope: 0:12 Snow Load: 25 psf DOL: 1.150 Fb: 900 psi User Defined Loads Dead Uniform 0' 16'6" 100 Design Checks Max. Value Allowable % of Allow. Location 1007.5 3281.47 31 tI 0' 393.622 1242 32 tI 3'3" 36.285 207 18 tI 9-1/4" -0.0136 0.325 4t1 3'3" -0.0337 0.4333 7t1 3'3" Reactions and Bearing 0' 6'6" 1.5 1.5 1007.5 1007.5 Self-weight of member is not included. Member has an actual/allowable ratio in span 1 of 32 tI %. Design is governed by bending fb/Fb. Governing load combination is Dead+Snow Condition 1 w/Pattern Loads. Maximum hanger forces: 1007.51b (Left) and 1007.5 Ib (Right). Program Version 8.2 - 12/17/2004 \~ 4 Seasons Engineering Inc. Project: DELGUZZI DR Job: PEABODY Client: PEABODY 03 breakfast header 9--Roof Beam Page 1 09:37:36 05/04/07 Designed by: Donna Petersen P.E. Checked by: Input Data Left Cantilever: None Check for repetitive use? Yes Dead Load: 17 psf Allow. LL Deflection: U240 Eb: 1600000 psi Main Span: 9'6" Tributary Width: 2' Live Load: 0 psf Allow. TL Deflection: L/180 Fv: 180 psi Right Cantilever: None Slope: 0:12 Snow Load: 25 psf DOL: 1.150 Fb: 900 psi User Defined Loads Dead Uniform O' 16'6" 100 Design Checks Max. Value Allowable % of Allow. Location 874 3281.47 27 tI 0' 499.064 1428.3 35 tI 4'9" 34.171 207 17 tI 9-1/4" -0.0248 0.475 5t1 4'9" -0.0913 0.6333 14 tI 4'9" Reactions and Bearing 0' 9'6" 1.5 1.5 874 874 Self-weight of member is not included. Member has an actual/allowable ratio in span 1 of 35"%. Design is governed by bending fb/Fb. Governing load combination is Dead+Snow Condition 1 w/Pattern Loads. Maximum hanger forces: 874 Ib (Left) and 874 Ib (Right). Program Version 8.2 - 12/1712004 \4- 04 master bedroom header 9'.Roof Beam 4 Seasons Engineering Inc. Project: DELGUZZI DR Job: PEABODY Client: PEABODY Page 1 10: 1 0:59 05/04/07 Designed by: Donna Petersen P.E. Checked by: Input Data 1P"\l:i9rrMfi~8Jlx; ~~! Left Cantilever: None Check for repetitive use? Yes Dead Load: 17 psf Allow. LL Deflection: U240 Eb: 1800000 psi Right Cantilever: None Slope: 0:12 Snow Load: 25 psf DOL: 1.150 Fb: 2400 psi User Defined Loads Dead Dead Snow Condition 1 Dead Snow Condition 1 Uniform Concentrated Concentrated Uniform Uniform 0' 5' 5' 5' 5' 5' 5' 100 1334.5 1963 300 441 Design Checks Max. Value Allowable % of Allow. Location 5154.28 5206.54 99 tI 9'6" 2227.61 2760 81 tI 5'1-1/8" 169.693 276 61 tI 8'6" -0.1318 0.475 27 tI 4'11" -0.2439 0.6333 38 tI 4'11 " Reactions and Bearing 0' 9'6" 1.604 2.563 3225.72 5154.28 Self-weight of member is not included. Member has an actual/allowable ratio in span 1 of 81 tI %. Design is governed by bending fb/Fb. Governing load combination is Dead+Snow Condition 1 w/Pattern Loads. Maximum hanger forces: 3225.72 Ib (Left) and 5154.28 Ib (Right). Program Version 8.2 - 1211712004 \~ 05 patio beam-Roof Beam 4 Seasons Engineering Inc. Project: DELGUZZI DR Job: PEABODY Client: PEABODY Page 1 10:37:5205/04/07 Designed by: Donna Petersen P.E. Checked by: Input Data Left Cantilever: None Main Span: 10' Main Span: 10' Tributary Width: 3'6" Live Load: 0 psf Allow. TL Deflection: U180 Fv: 170 psi Right Cantilever: None Slope: 0:12 Snow Load: 25 psf DOL: 1.150 Fb: 875 psi Check for repetitive use? Yes Dead Load: 17 psf Allow. LL Deflection: U240 Eb: 1300000 psi User Defined Loads Dead Unifonn 0' 20' 100 Design Checks Max. Value Allowable % of Allow. Location 3087.5 5156.59 60 et 10' -718.545 1000.93 72et 10' 50.546 195.5 26 et 9'4-1/2" -0.0548 0.5 10 tf 4'5-7/32" -0.114 0.6667 17 et 4'5-7/32" Reactions and Bearing O' 10' 20' 1.5 1.5 1.5 980.938 3087.5 980.938 Self-weight of member is not included. Member has an actuaVallowable ratio in span 1 of 72 et %. Design is governed by bending fb/Fb. Governing load combination is Dead+Snow Condition 1 w/Paltern Loads. Maximum hanger forces: 980.938 Ib (Left) and 980.938 Ib (Right). Program Version 8.2 - 1211712004 I ( ,.. ,--- 06 beam at Living/Gallery-Roof Beam 4 Seasons Engineering Inc. Project: DELGUZZI DR Job: PEABODY Client: PEABODY Page 1 10:29: 16 05/04/07 Designed by: Donna Petersen P.E. Checked by: Input Data !Q'Wt Left Cantilever: None Check for repetitive use? Yes Dead Load: 17 psf Allow. LL Deflection: U240 Eb: 1800000 psi Main Span: 10'6" Tributary Width: 16'6" Live Load: 0 psf Allow. TL Deflection: U180 fv: 240 psi ~"'~m~'Ifh~tI'_}"""I-="'**'~"l"M'_'" ~1"i1="Wl,~! '" ..'6'"" ,fuiHTii'"lruwiil'*w"'iN@'""'**l'$* R:i...~lhJfl1$>~':: .es~_~n' , ~- '~,{il~,:: y~, '-.~JI~t5~~1w Right Cantilever: None Slope: 0:12 Snow Load: 25 psf DOL: 1.150 Fb: 2400 psi User Defined Loads Dead Uniform 0' 20' 100 Design Checks Max. Value Allowable % of Allow. Location 4163.25 4205.51 99 tI 0' 2283.84 2760 83 tI 5'3" 160.908 276 58 tI 9'7-1/2" -0.2079 0.525 39 tI 5'3" -0.3997 0.7 57 tI 5'3" Reactions and Bearing 0' 10'6" 2.07 2.07 4163.25 4163.25 Self-weight of member is not included. Member has an actuaVallowable ratio in span 1 of 83 tI %. Design is governed by bending fb/Fb. Governing load combination is Dead+Snow Condition 1 w/Pattern Loads. Maximum hanger forces: 4163.251b (Left) and 4163.25 Ib (Right). Program Version 8.2 - 1211712004 \~ .. - BOISEN .. BC CALC@ 9.3 Design Report - US Build 057 Job Name: Peabody Address: Delguzzi Drive City, State, Zip: Port Angeles, WA 98362 Customer: Code reports: ESR-1336 Single 9-1/2" Bel@ 5000-1.7 OF 3 spans I No cantilevers I 0/12 slope 16" OCS I Non-Repetitive I Glued & nailed construction File Name: BC CALC Project Description: J01 Specifier: Designer: DONNA J PETERSEN PE Company: 4 SEASONS ENGINEERING INC Misc: Joist\J01 Monday, May 07,200710:56 BO, 4-3/8" LL 272 Ibs DL 102 Ibs B1,3-1/2" LL 698 Ibs DL 277 Ibs B2, 3-1/2" LL 673 Ibs DL 262 Ibs B3, 4-3/8" LL 259 Ibs DL 95 Ibs Total Horizontal Product Length = 32-06-00 Live Dead Snow Wind Roof Live Load T e Ref. Start 'End 100% 90% 115% 133% 125% DCS Unto Area (pst) Left 00-00-00 32-06-00 40 17 16" Controls Summa Value % Allowable Duration Load Case S an Location Disclosure Pos. Moment 811 ft-Ibs 33.0% 100% 14 1 - Internal Completeness and accuracy of input must Neg. Moment -1018 ft-Ibs 41.4% 100% 18 1 - Right be verified by anyone who would rely on End Reaction 3461bs 30.8% 100% 14 1 - Left output as evidence of suitability for Int. Reaction 9531bs 45.4% 100% 18 1 - Right particular application. Output here based Cont. Shear 491 Ibs 33.3% 100% 18 1 - Right on building code-accepted design properties and analysis methods. Total Load Defl. U1432 (0.09") 25.1% 14 1 Installation of BOISE engineered wood Live Load Defl. U1844 (0.07") 52.1% 14 1 products must be in accordance with Total Neg. Defl. -0.031" 6.3% 14 2 current Installation Guide and applicable Max Defl. 0.09" 9.0% 14 1 building codes. To obtain Installation Guide Span 1 Depth 14.2 n/a 2 or ask questions, please call (800)232-0788 before installation. % Allow % Allow BC CALC@, BC FRAMER@, AJSTM, Value Su ort Member Material ALLJOIST@, BC RIM BOARDTM, BCI@, 3741bs 10.6% n/a Hem-Fir BOISE GLULAMTM, SIMPLE FRAMING 9751bs 22.3% n/a Douglas Fir SYSTEM@, VERSA-LAM@, VERSA-RIM PLUS@, VERSA-RIM@, 9361bs 21.4% n/a Douglas Fir VERSA-STRAND<ID, VERSA-STUD<ID are 3531bs n/a n/a Unspecified trademarks of Boise Wood Products, L.L.C. Notes Design meets User specified (U360) Total load deflection criteria. Design meets User specified (U960) Live load deflection criteria. Design meets arbitrary (1") Maximum load deflection criteria. Composite EI value based on 23/32" thick sheathing glued and nailed to joist. Page 1 of 1 \A Basics of Brick Veneer Construction & Workmanship Checklist By design, brick veneer walls are a drainage-type wall system. Water is assumed to penetrate the brickwork; therefore, precautions must be taken to both minimize its entry and to redirect any water that does get in back OUt to the exterior. Proper flashing, weeps, and an air space are all necessary to create an efficient drainage system. To verifY that all components are in place, some job site inspection should occur. Correcting a drainage system after it is already completed can become very expensive. Accordingly, the Brick Industry Association has produced a Brick Veneer Construction Checklist (see checklist on next page) to assist with the installation of rhese key items. Support of Brick Veneer Brick veneer must be placed on a level suPPOrt of adequate depth. The mortar joint on the brick ledge or slab will accommodate some variations in level, but the mortar joint should not be more than 3/4-inch thick. Model codes require that 2/3 of the brick thickness bears on the supporting foundation or lintel. Air Space Model codes further require a nominal I-inch air space to drain water and to keep brick and mortar from making direct contact with the sheathing. Some mortar in the air space is to be expected due to the process oflaying brick; however, the air space should not be clogged to the extent that it inhibits drainage. Through-Wall Flashing Foundations and lintels alone cannot redirect the water in a consistent manner; therefore, flashing must be installed to channel moisture out, and in doing so, to protect the interior (see Figure 1). Model building codes require Hashing at the foundation. above window and door heads. at window sills. and where the roof of a one-story wing meets a two-story brick veneer wall, even at areas where a wall comes up against a lower roof. Flashing should be installed wherever the air space is closed off. The Hashing should extend from the outside face of the veneer, through the thickness of the brick veneer. across the air space to the backing, and then up behind the water-resistant barrier or attached over the water- resistant barrier wi th a termination bar. Where more than one piece of flashing is required. flashing pieces should be overlapped and sealed with a compatible mastic. Weeps should be placed directly above the Hashing to help water drain from the wall. These weeps are often open head joints. but they can be vents as well. Space weeps approximately every third brick. or 24 inches o.c. Poking a screwdriver into the wet mortar during construcrion or drilling afterwards is not a proper way to create a weep. Water-Resistant Barriers and Air Barriers Model building codes generally require a water-resistant barrier on -------.------.---.--...-....-...-----.--- FIGURE 1 . Water-Resistant Barrier ThroughWall. Flashing W,i.tetResistant. . Barrier . Workmansl1lp C~~ckllstltems the sheathing. Typically, one can use #15 felt. although other water- resisrant materials-such as Tyvek. some types of insulation. and other sheathing products that are approved by inspectors and conform to the code -are allowed. Water-resistant barriers will perform adequately only when joints. seams, and punctures are sealed properly with durable materials. Wall Ties Wall ties, somerimes referred to as anchors. fasten the brick veneer to the backing. Each wall tie should suPPOrt no more than 2.67 square feet of brickwork. In addition. ties should be spaced no more than 24 inches o.c. horizontally and vertically. Since most studs are spaced at 16 inches o.c., the maximum vertical distance for tie placement is 24 inches o.c. On one I