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HomeMy WebLinkAbout240 W Front St Technical Plan Check Corrections 02-16-09 - BuildingTECHNICAL Permit o 2,2, Address 0 Ili "{1Onf" S� Project description Rom' (Wi t of PA C O rnmerc-ct,1 'ton et geArnod Date the permit was finaled C&FO /O Number of technical pages P \a■ ChecK Corkre-ei hS t) \e Z- IC o1 iSSu-eA 3 I© STRUCTURAL CALCULATIONS plan check corrections PORT ANGELES FAMILY MEDICAL CLINIC RECEIVED 240 W FRONT STREET PORT ANGELES, WA 98363 FEB 2 4 2009 2006 IBC/ASCE7-05 area PORT ANGELES IS by BUILDING DIVISION P .D_ OFFICE LOCATIONS 365 ERICKSEN AVE NE #328 BAINBRIDGE ISLAND, WA 98110 206 780 -6822 629 STATE STREET #228 SANTA BARBARA, CA 93101 805 -452 -8152 205 FAIRVIEW LANE SUITE 100 PASO ROBLES CA 93446 805 452 -8152 MAIL DELIVERIES bart@nbse.com nbse associates 321 HIGH SCHOOL ROAD, NE STE D -3 PMB 216 BAINBRIDGE ISLAND, WA 98110 O 206 780 6822 C 206 300 2346 F 206 780 6683 F 208 693 3667 civil &structural engineers 2 -16 -2009 EXPIRES 2 011 california idaho washington oregon nbse associates civil structural engineers office: 365 Ericksen Ave. NE #328 Bainbridge Island, WA 98110 629 State Street #230 Santa Barbara, CA 93101 205 Fairview Ln. #100 Paso Robles, CA 93446 0: 206 780 -6822 F•206- 780 -6683 C: 206-300-2346 bart@nbse.com mall deliveries: 321 High School Rd. NE PMB 216 Ste D3 Bainbridge Island, WA 98110 Mr W F Hennessey, M D 240 Front Street Port Angeles WA 98363 Ve trul ours. Bart dham, SE Bart Needham, SE February 16, 2009 Project: FMPA 240 W Front St. Port Angeles, WA 98363 existing building analysis Dear Mr Hennessey This letter will address the structural issues regarding the existing building at the new clinic location on Front Street. Currently pending the City of Port Angeles maintains that the new occupancy of the structure constitutes a change in use as determined during the plancheck process for this project, as outlined in the 2006 IBC It is prudent to address these issues and keep the project moving forward I recommend the following, as this wall loosely agreed to in our meeting on Thursday, February 12th at the offices of the City of Port Angeles. 1 We have voluntarily upgraded the existing building by removing the existing masonry infill block walls adding chevron type bracing for north -south lateral loads strengthening the roof, by adding rod bracing 2 Continue permitted work with the foundation shell until the entire issue with the City of Port Angeles comes to a satisfactory conclusion 3 Provide an analysis of the building based on the AISC 9th Edition in lieu of the requirments of AISC 360 This should satisfy the majority of the requirments for the building 4 Provide and examination of the existing welds of the existing building to determine if any repairs are warranted I aniticipate this will help bring this to a satisfying conclusion If there are any questions or comments please call 206 780 -6822 califomia washington oregon idaho N0 VI ASSOCIATES I N L O R P O R A T E D 4 5 6 7 i' i ce,. FEB 1 0 2009 CITY GI' F•RT ANGEL S BUILDNG DIVISION FAMILY MEDICINE BUILDING PORT ANGELES, WA SECOND STRUCTURAL PLANCHECK January 23, 2009 Notes 2 /9C The designer is to address each item of the plancheck notes in his or her letter of response The designer is also to place a cloud' around all changes so that compliance may be verified Notes that are preceded by an asterisk are general comments that require no change to plans 1 As noted in previous plan review the minimum roof snow load is 25 psf per City of Port Angeles Requirements. No reduction of this minimum is allowed Please revis engineering and plans as necessary this applies to both the analysis of the existing building and the addition. 2. The change in occupancy of this building requires building to conform to structural provisions of 2006 I B C per Section 3403 Provided justification for use of AISC 9th`" Edition rather than current addition AISC 360 -05 Also provide justification for use of ACI 318 -02 rather than ACI 318 -05 in the design. 3 Revise plans and calculations as necessary for wind load of 100 mph, Exposure D There are conflicts within the calculations with some portions of calculations using 90 mph Exposure 'D' while other portions appear to us 105 ph Exposure D' L-' 4 5 co toi,ea of r;V.6 Floor beam #1 appears to have a point load from above which is not addressed in ("7 calculations. Please review and revise plans and calculations as necessary It appears one of the roof beams RB -2, has a span of at least 26' rather than the 25 span shown in the calculations Please revise plans and calculations as necessary j Please specify edge distance requirements on for sill anchors on Detail 6/S501 and N Z specify anchors to be used Please clarify material used for infill walls between existing steel frames Some details appear to use steel studs while others use wood studs See Detail 6/S501 and Detail 1/S503. There also appears to be discrepancies between sections on architectural plans and structural plans for these infill walls 8 Please clarify connection of new infilled exterior walls to existing steel frames and new HSS framing at eave as well as connection at sill Provide calculations to justify Orr, ENGINEERING. I410:SURYRII46 301 East 6th Street, Suite 1 Pon Angeles,Washington 98362 (360) 417-0501 Fax (360) 417 -0514 E -mail. zenovic@olympus.net G�p M I.-50 J Page 2 Family Medicine 9 Justify how out of plan forces are resisted at new infilled (walls at existing metal building where the wall studs are not continuous from foundation to roof level The architectural plans show platform framing to ceiling level. Provide calculations to justify lateral loads into partition walls since they appear to be providing the lateral resistance for these infill walls. 10 New infill wall at south end of building appears to be putting torsional load onto existing steel beam Provide calculations to justify and revise plans as necessary 4 L Deis 11 Please clarify what pages of the calculations show the wind and seismic loads indicated on the sketch on page 40 of calculations. Also clarify the load at the interior shear wall location for wind in the north /south direction on sheet 41 Please clarify how lateral loads are transferred back into Grid Line B for the second story floor area extending out south of Grid Line B It should be noted that section B /S302 doesn't show blocking between the joists 13 Please clarify how lateral loads are transferred between shear walls along Grid Line B at the roof and the second floor It appears that the beams are acting as a drag struts How are they connected to the ends of the shear walls to provide transfer of lateral loads? 14 Please clarify how second floor lateral loads are resisted at elevator end of second floor walkway Grid Line C 1 15 Please clarify shear wall design printouts. There appear to be shear walls that have heights that do not match the heights of the walls on the plans or other shear walls along the same line Examples are shear walls #4 #5 and #6 although this occurs in other locations on the plans It may be that I do not understand your methodology h 3 but please clarify 16 Holdowns appear to missing from the plans for shear wall #4 #5 and #6 #15 17 Shear walls #16 and #17 appear to have loads in excess of the shears wall called out on plans 18 Shear wall #16 holdowns do not have required capacity for load in calculations Please note that Simpson 2009 -2010 book used as reference 19 Shear wall #17 calculations show special holdowns which do not appear to be shown on plans (the HDU -8 holdowns shown do not appear to have adequate capacity) Please note that foundation and holdown anchor bolt calculations shall be provided for required load 20 Shear wall #22 appears to have loads in excess of shear wall called out on the plans The calculations show special holdowns which do not appear to be shown on plans the HDU 5 holdowns shown do not appear to have adequate capacity). Please note that foundation and holdown anchor bolt calculations shall be provided for required load go c 4-1 'c e73 PG. Page 3 Family Medicine 21 Please clarify how lateral loads are transferred into the top of the i nterior shear walls 1 22 Engineer shall specify holdown anchor bolts on plans for clarification a 0 -.23 Clarify how holdown loads at shear wall #12 are transferred to the foundation It appears that this wall sits over a beam so what holds the ends of the beam down and transfers the load into the foundation 24 Shear wall calculations indicate requirement for D F #1 studs at holdown locations while structural notes call for studs to be stud grade please clarify 0 25 Please clarify sill connection in shear wall schedule for walls #2 and #3 where schedule calls for 16d when a 3x for 4x sill is required per the remarks 26 How are interior partitions being laterally supported for required lateral loads of IBC 1607 13? G1' e 27 Structural engineer shall review and approve sprinkler system drawings for compliance with structural provisions Engineer shall verify that sprinkler system collateral load used in design of building conforms to the actual loads of the sprinkler 4 system tmEngineer shall review and approve sprinkler system prior to framing inspection. Al Q 28 Please provide calculations to justify use of existing purlins with additional load of sprinkler piping as discussed in item #27 above. 29 Foundation plans appears to show dowels from existing concrete slab to new slab and /or grade beam at Grid Line Ba but nothing appears to be called out, please clarify 30 Please identify joist and beam hangers used in the floor framing in the area of the stairway There appears to be beam and joist hangers which are not specified 31 Clarify floor framing between the stairway /elevator to the main second floor area. Is the one LVL beam hanging off the other one or are they being supported by the existing slab along the stairway wall? 32 Please clarify framing and bracing details for parapet framing mechanical area shown on Sheet S301and S302. There appears to be discrepancies between the sections Are the studs running down along the joists to provide lateral stability? It is not clear from the plan what is occurring in this area. 33 There appears to be louvers being instal r and connected to the existing rigid frames on the building exterior as shown on the architectural plans. Please provide structural calculations and details fo these items ff be noted that these do not appear to even be detailed on tt architecjural plans n a� PG 3 Page 4 Family Medicine 34 Architectural plans are not complete and reference details and sheets which do not exist. Architectural plans also reference the wrong details between sheets (i e 81A500 on sheet A2.1 0 references the wrong detail on sheet A5 0 0 Discrepancies b ettween plan views and elevations 5 Plans and calculations do not appear to be complete Additional plan review comments may be necessary due to the incomplete nature of the plans and calculations. *36 Special inspections and structural observation required on this project per IBC Chapter 1700 and as noted on the Structural Plans Inspection and observation program shall be submitted to the building official for review and approval prior to issuance of the building permit. Pe. LOAD TABLES ROOF LOADS D+L LOADING ITEM ROOFING FRAMING PLYWOOD MECHANICAL INSULATION CEILING MISCELLANEOUS D +L FLOORING FRAMING PARTITION PLYWOOD MECHANICAL INSULATION CEILING MISCELLANEOUS DEAD LOAD LIVE LOAD(SNOW) FLOOR LOADS D+L LOADING ITEM DEAD LOAD LIVE LOAD WEIGHT 6.0 3.0 3.0 0.51 0.5 2.0 1.0 WEIGHT 3.0 3.0 20.0 3.0 10 0.5 2.0 0.5 33.0 50.0 4-- 100 ASSY PROJECT FMPA DEAD LOA SEISMIC FING FRAMING PLYWOOD MECHANICAL INSULATION CEILING MISCELLANEOUS INTERIOR PARTITION EXTERIOR PARTITION SEISMIC DEAD LOAD DEAD LOAD FOR SEISMIC ITEM FLOORING FRAMING PARTITION PLYWOOD MECHANICAL INSULATION CEILING MISCELLANEOUS INTERIOR PARTITION EXTERIOR PARTITION 5 9eawkies rN ►S WE /G 6 3.0 0.5 0.5 2.0 10 40 8.0 28.0 WEIGHT 3.0 3.0 10.0 3.0 10 0.5 2.0 0.5 6.0 10.0 39.0 4-- DEAD LOAD LOAD TABLES ROOF LOADS ROOFING FRAMING metal deck MECHANICAL INSULATION CEILING MISCELLANEOUS 0+1 LOADING !Mu D+L MATERIAL WEIGHTS (where used) 8 CONCRETE BLOCK 2X4 @16 2X6 16' DEAD LOAD LIVE LOAD(SNOW) WEIGHT 4.0 4.0 2.0 1.0 2.0 0.0 1.0 4— PROJECT DEAD LOAD FOR SEISMIC flEM ROOFING FRAMING metal deck MECHANICAL INSULATION CEILING MISCELLANEOUS INTERIOR PARTITIONIWALL EXTERIOR PARTITION. SEISMIC DEAD LOAD 2 k zt- A:a% 96 PSF 5 PSF OF FLOOR AREA 8 PSF OF FLOOR AREA FMPA (existing bldg) 23 0 4— d/ Li .1.,/ WEIGHT 4.0 4.0 2.0 1.0 2.0 0.0 1.0 8.0 6.0 Pe- 6 Bali PROJECT Needham CLIENT JOB NO DATE Wind Analysis for Low -rise Building, Based on ASCE 7 -05 IBC 20061 CBC 2007 +E� INPUT DATA Exposure category (B, C or 0) Importance factor pg 77 (0.87 1.0 or 1 15) Basic. wind speed (IBC Tab 1609.3 1V Topographic factor (Sec 6 5.7.2, pg 26 45) Building height to eave Building height to ridge Building length Building width Effective area of components DESIGN SUMMARY Max horizontal force normal to building length, L, face Max horizontal force normal to building length, B, face Max total horizontal torsional load Max total upward force ANALYSIS Velocity pressure q 0.00256 K K Kd V I where: q velocity pressure at mean roof height, h. (Eq. 6 -15, page 27) Kh velocity pressure exposure coefficient evaluated at height, h, (Tab. 6 3, Case 1,pg 79) Kd wind directionality factor (Tab. 6 -4, for building, page 80) h mean roof height Design pressures for MWFRS P qh [(G C Co where: p pressure in appropriate zone. (Eq. 6-18, page 28). 3 2E 5 REFER,ENCE CORNER REFERENCE CORNER 11) DiRECI 3 2E 2 3 I t r'ZONE 2/3 BOUNDARY 3E \,.1 I-- I I 24.56 psf Transverse Direction Longitudinal Direction Basic Load Cases I 1.00 r'ntegory II V 100 mph K 1 Fiat r c h 26 ft h, 26 ftJ 105 ft B J B 18 8 ft A 10 ft 4 PAGE DESIGN BY REVIEW BY 47.58 kips 9.27 kips 552.19 ft -kips 37.11 kips 1 13 G C product of gust effect factor and external pressure coefficient, see table below (Fig. 6-10, page 53 54) G C product of gust effect factor and internal pressure coefficient.(Fig. 6-5, Enclosed Building, page 47) 0.18 or -0.18 a width of edge strips, Fig 6-10, note 9 page 54 MAXI MIN(0.1 B, 0.4h), 0.04B,3] 0.85 26.00 ft 60 ft. (Satisfactory] 3.00 ft Net Pressures (psf), Basic Load Cases Net Pressures (psf), Torsional Load Cases Roof angle H 0.00 f Roof angle 0 0.00 I Roof angle t) 0.00 Surface I Net Pressure with Net Pressure with Surface Net Pressure with 1 G Cp r I (+G; I (-G; G C p r (+G; (-G; G Cp r +GCp I (-GC I 1 0 40 5.40 14.24 0.40 5.40 14.24 1T 0.40 1.35 3.56 2 -0.69 21.35 12.52 -0 69 21.35 12.52 2T -0.69 5.34 3.13 3 -0.37 13.50 -4.66 -0.37 13.50 -4.66 3T -0.37 3.37 117 4 -0.29 11.54 2.70 -0.29 11.54 2.70 4T -0.29 2.88 -0.67 1 E 0.61 10.55 19.39 0.61 10.55 19.39 Roof angle 0 0.00 2E 1 07 30.68 21 85 1.07 30 68 -21.85 Surface Net Pressure wth 3E -0.53 17 43 -8.59 -0.53 17 43 -8.59 GC I +GC I (-GC I 4E -0.43 14.97 -6.14 -0.43 14.97 -6 14 17 0 40 1.35 3.56 5 -0.45 15.46 -6.63 -0.45 15.46 -6.63 2T -0.69 5.34 3.13 6 -0.45 15.46 -6.63 -0.45 15 46 -6.63 3T -0.37 3.37 1 17 4T -0.29 2.88 -0.67 RE EE RENCE CONKER n •xc+b DiFEt'KIN HIND 5 0113. Transverse Direction Longitudinal Direction Torsional Load Cases Pe. Basic Load Cases in Transverse Direction Area I Pressure (k) with I (f2) I +GC I GC P Surface 1 2574 2 891 3 891 4 2574 1E 156 2E 54 3E 54 4E 156 Horiz. Vert. 10 psf min. Horiz. Sec. 614.1 Vert. Surface 1 2 3 4 1E 2E 3E 4E IT 2T 3T 4T Total Horiz. Torsional Load, MT 13.90 19.03 12.03 29.69 1.65 1 66 -0.94 2.34 47.58 33.65 27.30 18.90 ((e) +GC 1209 6.53 419 -8.94 419 5.65 1209 13.95 156 1.65 54 1.66 54 -0.94 156 -2.34 1365 1.84 473 2.52 473 1.59 1365 3.94 Comp. Cladding Pressure psf 36.64 11 15 -4.16 -6.95 3.02 1 18 -0.46 -0.96 47.58 16.95 27.30 I 18.90 Torsional Load Cases in Transverse Direction Area Pressure (k) with I Torsion (ft k) -GC I +GC (-GC 17.21 162 426 5.24 0 0 1.95 0 0 3.26 345 81 3.02 82 150 1 18 0 -0.46 0 -0.96 116 4.86 -48 148 0 -0.55 0 -0.92 103 0 0 47 128 0 0 -24 552 552 Desian oressures for components and cladding p qh[ (G Cp) (G C where: p pressure on component. (Eq. 6-22, pg 28) Pmin 10 psf (Sec. 6.1 4.2, pg 21) GC external pressure coefficient. see table below (Fig. 6-11 page 55-58) Effective I Zone 1 I Zone 2 Area (ft) I GC, I GC, I GC, I GC, Comp. I 10 I 0.30 I 1.00 I 0.30 I 1.80 Surface Zone 1 I Zone 2 Positive I Negative I Positive I 1' 11.78 I 28.96 I 11 78 I -48.60 Basic Load Cases in Longitudinal Direction Area I Pressure (k) with I Of) I +GC I (-GC, I 1 312 1.68 444 2 630 13.45 7.89 3 630 -8.50 -2.94 4 312 3.60 -0.84 1E 156 1.65 3.02 2E 315 -9.66 -6.88 3E 315 5.49 2.71 4E 156 2.34 -0.96 r 9.27 9.27 I Vert. I 3711 I -20.41 10 psf min. I Hwiz. I 4.68 I 4.68 Sec. 6.1 4.1 Vert. 18.90 18.90 Torsional Load Cases in Longitudinal Direction Area Pressure (k) with I Torsion (ft k) (f) +GCP -GC I +GC -GC 0.42 1 11 1 2 0 0 0 18 0 Surface 1 2 3 4 1E 2E 3E 4E IT 2T -6.73 3.94 -4.25 1 47 -0.90 -0.21 1.65 3.02 -9.66 -6.88 5.49 2.71 -2.34 -0.96 0.32 0.83 3.36 1.97 3T 630 -2.13 -0.73 4T 234 -0.67 -0.16 Total Horiz. Torsional Load, MT Walls 78 315 315 78 156 315 315 156 234 630 Zone 3 I Zone 4 GC' I GC, I GC, I GCP 0.30 I 2.80 i 0.90 I -0.99 (Walls reduced 10 Zone 3 I Zone 4 Positive I f' I Positive I Negativ 11.78 I 73.14 I 26.51 I 28.72 0 0 1 10 0 O 0 14 6 1 -4 O 0 O 0 3 1 I 21 4 21 4 I Zone 5 GC, I GC I 0.90 I 1.26 Fig. 6-11A note 5.) Zone 5 Posui e I Negative 26.51 I 35.35 I I I I 2 I- l ry r I- i 2 rl }j 3 2 Roof A Bart Needham PROJECT CLIENT JOB NO DATE Wind Analysis for Low -rise Building, Based on ASCE 7 -05 IBC 20061 CBC 2007 INPUT DATA Exposure category (B, C or 0) Importance factor pg 77 (0.87 1.0 or 1 15) Basic wind speed (IBC Tab 1609.3.1 V35) Topographic factor (Sec.6.5.7 2, pg 26 45) Building height to eave Building height to ridge Building length Building width Effective area of components DESIGN SUMMARY Max horizontal force normal to building length, L, face Max horizontal force normal to building length, B, face Max total horizontal torsional load Max total upward force ANALYSIS Velocity pressure qh 0.00256 Kh Kd V Net Pressures (psi), Basic Load Cases Roof angle 0 5.71 Surface G C p r I Net Pressure with +GC I (-GC 1 0.41 5.27 13.65 2 -0.69 20.26 11.87 3 -0.38 12.93 -4.55 4 -0.30 11 10 2.72 1E 062 10.22 18.60 2E 1 07 -29.10 20 72 3E -0.54 16.71 -8.33 4E -0.44 14.43 -6.05 5 -0 45 14.67 -6.29 6 -0 45 14.67 -6.29 3E 3 RETIRE TEE ,ORNERY 6 +C IE PETERENCE CORNER- ND DIRECTION I= V Kn he hr L= B A 23.28 Desian pressures for MINERS p= gh[(G where: p pressure in appropriate zone. (Eq. 6-18, page 28). Transverse Direction Longitudinal Direction Basic Load Cases d 1.00 100 1 16 22 105 120 10 psi 4 Roof angle 0 0.00 Net Pressure with I +GC 1 GCp 5.12 13.50 G O 0.40 -0.69 -0.37 -0.29 0.61 1.07 -0.53 -0 43 -0 45 -0.45 20.26 12.81 10.94 10.01 29.10 16.53 14.20 14.67 14.67 11.87 -4.42 2.56 18.39 20.72 -8.15 5.82 -6.29 -6.29 mph ,gar iI ft flag L R ft ft ft twsr form, al-c& 2T 24.43 kips 38.71 kips 563.47 ft -kips 220.57 kips 3E B PAGE DESIGN BY REVIEW BY where: q velocity pressure at mean roof height, h. (Eq. 6 -15, page 27) Kh velocity pressure exposure coefficient evaluated at height, h, (Tab. 6 Case 1,pg 79) 1.07 Kd wind directionality factor (Tab. 6-4, for building, page 80) h mean roof height G Cp f product of gust effect factor and external pressure coefficient, see table below (Fig. 6 -10, page 53 54) G C product of gust effect factor and internal pressure coefficient.(Fiig. 6-5, Enclosed Building, page 47) 0.18 or -0.18 a width of edge strips, Fig 6-10, note 9, page 54, MAXI MIN(0.1B, 0.4h), 0.048,3] 2E 2 3T 5 4 !ii► IE REFERENCE CORNER- 0.85 19.00 ft 60 ft. [Satisfactory] 7.60 ft Net Pressures (psf), Torsional Load Cases I Roof angle H 5.71 I Surface I Net Pressure with G C p I +GC )1 (-GC, I IT 041 1.32 3.41 2T -0.69 5.06 2.97 3T -0.38 3.23 114 4T -0.30 2.77 -0.68 I Roof angle 0 0.00 Surface G C I Net Pressure with p r I +GCp I (-GC I IT 0 40 1.28 3.38 2T -0.69 5.06 -2.97 3T -0.37 3.20 111 4T -0.29 2.74 -0.64 R!D DIRECTION Transverse Direction Longitudinal Direction Torsional Load Cases ft•':/ Basic Load Cases in Transverse Direction Area I Pressure (k) with I Surface (ft 1 1437 2 5415 3 5415 4 1437 1E 243 2E 917 3E 917 4E 243 E Horiz. Vert. 10 psf mm. Horiz. Sec 6.1 4.1 Vert. Torsional Load Cases in Transverse Direction Area Pressure (k) with Torsion (ft Surface +GC (-GC +GC )I (-GC 1 597 3 14 8.14 2 2249 -45.56 -26.71 3 2249 29 08 10.22 4 597 -6.62 1.62 1E 243 2.49 4.52 2E 917 26.68 18.99 3E 917 15.31 -7 63 4E 243 3.51 147 1T 840 1 11 2.87 2T 3166 16 03 -9.40 3T 3166 10.23 3.60 4T 840 -2.33 -0.57 Total Horiz. Torsional Load, Mr (ft I +GC 7.57 109.69 -70.00 15.94 2.49 26.68 15.31 3.51 24.43 220.57 23.10 126.00 Effective I Zone 1 Area (tt I GC, I GC, Comp. I 10 I 0.30 1 1.00 Comp. Cladding Pressure Pd (-GC 19 61 -64.30 -24.61 3.90 4.52 18.99 -7.63 1.47 24.43 114.96 23.10 126.00 Zone 1 Positive I Negative 11 18 1 27 47 71 183 102 -60 65 23 149 36 112 203 119 -85 68 34 158 66 29 75 42 25 -27 -9 -61 15 Design pressures for components and cladding p qh( (G C) (G Co)] where: p pressure on component. (Eq. 6-22, pg 28) Pmin 10 psf (Sec. 6.1 4.2, pg 21) GC external pressure coefficient. see table be (Fig. 6-11 page 55-58) Basic Load Cases in Longitudinal Direction Surface 1 2 3 4 1E 2E 3E 4E Zone 2 GC I GC, 0.30 I 180 Zone 2 Positive I Negative 11 18 1 -46.10 10 psf min. Sec. 6.1 4.1 Area (ft') 2025 5529 5529 2025 255 802 802 255 HoriZ. Vert. Horiz. Vert. I Pressure (k) with I +GC 10.37 112.01 70.81 -22.16 2.55 23.34 13.26 3.62 38.71 218.32 1 22.80 126.00 (-GC„ I 27.35 -65.66 2446 5.19 4.69 16.62 -6.54 1.48 38.71 112.71 22.80 126,00 Torsional Load Cases in Longitudinal Direction Area Pressure (k) with I Torsion (ft k) ((t +GCP (-GC I +GC i I (-GC 1 885 4.53 11.95 98 258 2 4727 95.76 56.14 250 147 3 4727 -60.54 20.91 158 55 4 885 -9.69 2.27 209 49 1 E 255 2.55 4.69 133 245 2E 802 23.34 16.62 61 43 3E 802 13.26 -6.54 35 17 4E 255 3.62 148 189 78 1T 1140 146 3.85 -41 109 2T 5529 -28.00 16.41 146 -86 3T 5529 17 70 -6.12 92 32 4T 1140 3.12 -0.73 -89 21 Surface 326 I 326 Total Horiz. Torsional Load, MT I 563.5 I Walls Zone 3 I Zone 4 GC, I GC, I GC, I GC, 0.30 I -2.80 I 0.90 I -0.99 (Walls reduced 10 Zone 3 I Zone 4 Positive I Negative I Positive I Negative 11 18 1 -69.38 25.15 1 27.24 563.5 3 2 2 3 3 2 3 3' 2 3 1 I I 21 1 I, H I I I I s 1 I sl�,,s1 I 3 2 2 3! 3 s! 3 Roof Roof Zone 5 GC, I GC, 0.90 I 1.26 Fig. 6-11A note 5.) Zone 5 Positive I Negative 25.15 I 33.53 Pc'/a nbse associates STRUCTURAL ENGINEERS 227 Bellevue Way NE PMB 194 Bellevue, WA 98004 (425) 418-8502 629 State Street #230 Santa Barbara. CA 93101 (805) 452 -8152 321 High School Rd. NE #216 Bainbridge Island WA 98110 (206) 780-5333 5° o f* k 141 f Pft°1/101*(' Act 1 1 6 rat' c) 0 JOB TITLE SUBJECT JOB NO eg 4 /1/a SHEET NO DESIGNER. DATE. p G e) tvi AM 80 u6 6)( 204 q I e`esft 4?? /clot/kJ 4040 0 7 2 GSG� AST .5 Weer Pry' GEete Rev' 560100 User KW- 0605631, Ver 5 6.1 25 -Oc1 -2002 (c)1983 -2002 ENERCALC Engineering Software Description FLOOR BEAM FB -1 [General Information Load Dur Factor 1 000 Beam End Fixity Pin -Pin Section Name Prllm: 5.25x11.875 Beam Width 5.250 in Beam Depth 11.875 in Member Type GluLam Full Length Uniform Loads Center DL 300 00 #/ft Left Cantilever DL #/ft Right Cantilever DL #/ft Point Loads Dead Load 1,800.0 lbs Live Load 2,600.0 lbs .distance 4 000 ft Summary Span= 9.50ft, Beam Width 5.250in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max Left Support Max Right Support Max. M allow fb 2,164.89 psi Fb 2,900.00 psi Deflections Center Span. Deflection .Location Length /Defl Camber using 1.5 D. Center Left Right lbs lbs 0.000 ft 22.26 k -ft Dead Load -0 074 in 4 636 ft 1,537 4 L. Defl 0 111 in 0.000 in 0 000 in 0.00 k -ft General Timber Beam Center Span 9.50 ft Left Cantilever ft Right Cantilever ft Truss Joist MacMillan, Parallam 2.0E Fb Base Allow Fv Allow Fc Allow E lbs lbs 0.000 ft LL LL LL Depth 11.875in, Ends are 0.747 1 22.3 k -ft 29.8 k -ft at 4.028 ft at 9.500 ft 0.00 k -ft 0 00 k -ft 29.82 fv 160.86 psi Fv 290.00 psi Total Load -0.227 in 4636ft 502.01 Scope Pin -Pin Reactions. Left DL Right DL Title Dsgnr Description lbs lbs 0.000 ft 2,900.0 psi 290 0 psi 650.0 psi 2,000.0 ksi 800.00 #/ft #/ft #/ft I lbs 0.000 ft Lu .Lu .Lu Job Date: 3 15PM, 17 FEB 09 0.00 ft 0.00 ft 0.00 ft lbs lbs 0 000 ft Page 1 c 1ec551fmpa pa ecw:Calculations Beam Design OK 10.0 k 18.1 k Left 7 77 k Right 7 08 k Camber Left 0.000in Center 0.111 in Right 0.000 in Maximum Shear *1 5 Allowable Shear 2.47 k 2.18 k Max 7 77 k Max 7.08 k Left Cantilever Dead Load Total Load Deflection 0.000 in 0.000 in .Length /Deft 0.0 0 0 Right Cantilever Deflection 0 000 in 0.000 in .Length /Defl 0 0 0 0 4+ lbs lbs 0.000 ft fr3 Rev' 560100 User KW- 0605631, Ver 5 6 1 25- Oct -2002 (c)1983 -2002 ENERCALC Engineering Software Description roof beam RB -2 i General Information Section Name 5.125x16.5 Beam Width 5.125 in Beam Depth 16.500 in Member Type GluLam Load Dur Factor Beam End Fixity I Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max Left Support Max Right Support Max. M allow fb 1 924 63 psi Fb 2,619.53 psi Deflections Center Span. Deflection .Location .Length /Deft I Stress Calcs Bending Analysis Ck 20.711 Le Cv 0 949 Rb Center Left Support Right Support Shear Analysis Design Shear Area Required Fv Allowable Bearing Supports Max. Left Reaction Max. Right Reaction DL DL DL 1 150 Pin -Pin 0.735 1 37.3 k -ft 50.8 k -ft 37.30 k -ft at 12.875 ft 0 00 k -ft at 25.750 ft 0.00 k -ft 0.00 k -ft 50.76 fv Fv Dead Load Total Load -0.516 in 12.875 ft 599.3 Camber using 1.5 D.L. Defl Center 0.773 in Left 0 000 in Right 0.000 in 0 000 ft 0.000 Max Moment 37 30 k -ft 0 00 k -ft 0.00 k -ft Left Support 7 79 k 35.638 in2 218.50 psi 5 79 k 5 79 k 180.00 #/ft #/ft #/ft General Timber Beam E 92.08 psi 218.50 psi Center Span Left Cantilever Right Cantilever Douglas Fir 24F V8 Fb Base Allow Fv Allow Fc Allow 1.289 in 12.875 ft 239.72 LL LL LL Span= 25.75ft, Beam Width 5.125in x Depth 16.5in, Ends are Pin -Pin Reactions. Left DL Right DL Title Dsgnr• Description Scope Sxx 232.547 in3 CI 0.000 Sxx Rea'd 170 86 in3 0.00 in3 0.00 in3 Right Support 7 79 k 35.638 in2 218.50 psi Bearing Length Req'd Bearing Length Req'd 2575ft ft ft 2,400 0 psi 190.0 psi 560.0 psi 1,800.0 ksi 270.00 #/ft #/ft #/ft Maximum Shear *1 5 Allowable Shear Left Right Camber Left Center Right 2.32 k 2.32 k Max Max Left Cantilever Dead Load Deflection 0.000 in .Length /Defl 0.0 Right Cantilever Deflection Length /Deft 0.0 Area 84 563 in2 Allowable fb 2,619 53 psi 2,619 53 psi 2,619.53 psi 2.019 in 2.019 in Job Date: 2.33PM, 17 FEB 09 Page 1 c \ec55 \fmpa pa ecw Calculations .Lu 0 00 ft .Lu 0.00 ft Lu 0.00 ft 0 000 in Beam Design OK 7.8 k 18.5 k 5.79 k 5.79 k 0.000 in 0 773 in 0.000 in 5.79 k 5.79 k Total Load 0 000 in 00 0 000 in 00 Rev 560100 User KW -0605631, Ver 5 6.1 25 -Oct -2002 (c)1983 -2002 ENERCALC Engineering Software Description roof beam RB -2 (a) General Information Section Name 5.125x18.0 Beam Width 5.125 in Beam Depth 18.000 in Member Type GluLam Load Dur Factor Beam End Fixity Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary Bending Analysis Ck 20.711 Cv 0.940 Center Left Support Right Support Shear Analysis Design Shear Area Required Fv Allowable Bearing Supports Max. Left Reaction Max. Right Reaction Le Rb DL DL DL 1 150 Pin -Pin Span= 26.00ft, Beam Width 5 125in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max Left Support Max Right Support Max. M allow fb 2,161 73 psi Fb 2,594.33 psi Deflections Center Span. Dead Load Deflection -0.734 in .Location 13.000 ft .Length /Deft 425.2 Camber using 1.5 D.L. Defl Center 1 101 in Left 0.000 in Right 0.000 in Stress Calcs 49.85 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 59.83 0.000 ft 0.000 Max Moment 49 85 k -ft 0 00 k -ft 0.00 k -ft Left Support 10.22 k 46 757 in2 218.50 psi 320 00 #/ft #/ft #/ft fv 110.75 psi Fv 218.50 psi LL LL LL Reactions. Left DL Right DL Title Dsgnr Description Scope General Timber Beam Center Span Left Cantilever Right Cantilever Douglas Fir 24F V8 Fb Base Allow Fv Allow Fc Allow E Depth 18.in, Ends are Pin -Pin 0 833 1 49.9 k -ft 59.8 k -ft at 13.000 ft at 0.000 ft 26.00 ft ft ft 2,400.0 psi 190.0 psi 560 0 psi 1,800.0 ksi Maximum Shear *1 5 Allowable Shear Total Load Left Cantilever 1.353 in Deflection 13.000 ft .Length /Defl 230.59 Right Cantilever %240 Deflection 4 17: 0 Lesh /Defl Camber 4 16 k 4 16 k Sxx 276.750 in3 Area 92.250 in2 CI 0.000 Sxx Recd 230.60 in3 0 00 in3 0.00 in3 Right Support 10.22 k 46.757 in2 218.50 psi Allowable fb 2,594.33 psi 2,594 33 psi 2,594 33 psi 7 67 k Bearing Length Req'd 2.672 in 7 67 k Bearing Length Req'd 2.672 in Job Date: 2 55PM, 17 FEB 09 Lu 0.00 ft .Lu 000 ft .Lu 0.00 ft 10.2 k 20.2 k Left 7 67 k Right 7 67 k Left 0.000 in Center 1 101 in Right 0.000 in Max 7 67 k Max 7.67 k Dead Load 0.000 in 0.0 0.000 in 00 Page 1 c. \ec55 \fmpa pa ecw Calculations Total Load 0.000 in 0.0 0.000 in 0.0 i Beam Design OK )ND 5/8' DIA X 3" MIN EMBED ANCHOR BOLT 32" (ALT THREADED ROD) I, 2 X8 16" 16d 16" 2 X 4 16" 4 DETAIL 9 2" (E) CONC WALL TO 4 ITEMS NOT SHOWN OR NOTED SAME AS DETAIL 5()-9 t t I -141C1- DRILL 5/8" DIA THREADED ROD IN 3" DEEP HOLE 32" COL. FOR BENT BEYOND 1" It z It (E) CONC PILE BEYOND SCALE. 3/4'=1 -0' 5/8' DIA X 3' r\ ANCHOR BOL (ALT THREAD DET SILL PLAT PC ATE FOR ROD: BRACING BEYOND 2 ROWS #8 TEK SCREW 16" (OR SHOT PINS 145" DIA.) (E) ROOF PURLINS TO REMAIN SIMP DTC ANCHOR (N)2X8 @16" STEEL FRAMING DETAILS TO REMAIN LINE OF FINISH EA. STUD TO PLATE SEE ARCH DRAWINGS FOR FINISH SCALE 3/4 (E) PURLINS INSULATION nb: associ clvil8 321 HIl SUITE BAINBI 206 F 206 F 208 C 206 bars r (E) CONC. WALL TO REMAIN SCALE. 3/4 =1 -0' DRILL 5/8' DIA. IN 3' DEEP HOLE 32' ALLEY (E) CONC PILE BEYOND SCALE. 3/4" =1 -0' 2 X 4 16' 518' DIA. X 3' MIN EMBED ANCHOR BOLT 32' (ALT THREADED ROD) DETAIL R 4 4 2' N (E) CONC WALL TO ITEMS NOT SHOWN OR NOTED SAME AS DETAIL(? S501 SCALE. 3/4 =1 -0' DRILL 5/8' DIA. THREADED ROD IN 3' DEEP HOLE 32' STEEL COL. FOR BENT BEYOND (E) CONC PILE BEYOND SCALE. 3/4 =1 -0' GRADE 5/8' DIA. X 3' MIN. EMI ANCHOR BOLT 32' (ALT THREADED ROC a 2X 2X A35 E TO PI 16d DETAIL SILL PLATES 2X F BRA3ING BEYOND 2 ROWS #8 TEK SCREW 16" (OR SHOT PINS 145" DIA.) Co"' e e'nu SIMP DTC ANCHOR EA. STUD TO PLATE N r SEE ARCH DRAWINGS FOR FINISH (N) 2 X 8 16" (E) ROOF P PURLINS TO (4/ 0 0 REMAIN 111 PROJECT CLIENT JOB NO Single Fastener in Tension and Shear Near an Edge INPUT DATA DESIGN SUMMARY CONCRETE STRENGTH f 2.5 ksi SPECIFIED STRENGTH OF FASTENER f 30 ksi (The strength of most fastenings is likely to be controlled by the embedment strength rath than the steel strength, so it is usually economical to use ASTM A307 Grade A fastener FACTORED DESIGN TENSION LOAD N 0.01 k FACTORED DESIGN SHEAR LOAD EFFECTIVE EMBEDMENT DEPTH FASTENER DIAMETER FASTENER HEAD TYPE (1= Square, 2 =Heavy Square, 3=Hex, 4 =Heavy Hex, 5=Hardened Washers DIST BETWEEN THE FASTENER AND E c 2 in ANALYSIS EFFECTIVE AREA OF FASTENER BEARING AREA OF HEAD CHECK FASTENER TENSILE STRENGTH ON rbnA (08f 4.882 k where 4 0.9 CHECK CONCRETE BREAKOUT STRENGTH 03c ON,b 0 AN w tV3Nb 0 I 07+ I .Shef w3(24 f chef ll l 2.815 k N [501, :ctcry] where 4 0 75 4, term is 1 0 for location where concrete cracking is likely to occur CHECK PULLOUT STRENGTH ON p, ovI,(Ab 6.810 k N where where qb =Ono 6 4...f,� 0.75 ON min(gN ¢Nd6 ON p., CHECK FASTENER SHEAR STRENGTH V h d At 3661k 0.4 k 3 in 0.625 in 3 Hex OM) 2.815 K where 4 0.9 CHECK CONCRETE BREAKOUT STRENGTH FOR SHEAR LOAD 0 -1 0 4 v C 1 1.5 �b b W6W7y b Wwow.? 7 Av 41'o d N DATE is I Satistactoi yl 4 term is 1 0 for location where concrete cracking is likely to occur CHECK SIDE -FACE BLOWOUT STRENGTH (Since c 0.4hef this type of failure mode is applicable.) ON,b 0(160c Ab jr 1 8.086 k N ,Sat :sfoctor /1 where 4 0.75 DETERMINE DESIGN TENSILE STRENGTH V S tisfaclnryl 0.890 k 0.75 w term is 1 0 for location where concrete cracking is likely to occur A /A and 4/6 terms are 1 0 for single shear fastener not influenced by more than one free edge. l term is load bearing length of the anchor for shear not to exceed 8d. PAGE DESIGN BY REVIEW BY A 0.226 in 0 454 in (or determined from manufactures s catalogs.) V c [THE FASTENER DESIGN IS ADEQUATE.] 1 5h V >x7: .ictoryl eAA/9 CHECK PRYOUT STRENGTH FOR SHEAR LOAD O.3c rr l OY- 0k�PA yr3Nb Ok� 15 he 1 71( 24- ‘1,1 hj ll 11 r 5 629 k V i.,at :factory] where (I) 0 75 W3 term is 1 0 for location where concrete cracking is likely to occur km 2.0 for h 2.5 in. DETERMINE DESIGN TENSILE STRENGTH 6V min (gv (Mich ov,. 0 890 K CHECK TENSION AND SHEAR INTERACTION Since N 0.2 4) N„ and V 0'' V the full tension design strength is permitted. The interaction equation must be used N v 0.45 1.2 [Sati,.'actory] ON OP Summary of Dimensional Properties of Fasteners Effective Fastener Gross Area of Diameter Area of Threaded in) Fastener Fastener Square Heavy Hex in`) (in Square 0.250 1/4 0.049 0.032 1 0.142 0.201 0.117 0.375 3/8 0.110 0.078 I 0.280 0.362 0.164 0.500 1/2 0.196 0 142 I 0.464 0.569 0.291 0.625 5/8 0.307 0.226 1 0.693 0.822 0.454 0.750 3/4 0.442 0.334 0.824 1121 0.654 0.875 7/8 0.601 0.462 I 1 121 1 465 0.891 1 000 1 0.785 0.606 11 465 1 855 1 163 1 125 1 1 /8 0.994 0.763 I 1.854 2.291 1 472 1.250 1 1 /4 1.227 0.969 I 2.288 2.773 1.817 1.375 1 3/8 1 485 1 160 I 2.769 3.300 2.199 1.500 11/2 1 767 1 410 1 3.295 3.873 2.617 1 750 13/4 2.405 1.900 1 2.000 2 3 142 2.500 1 Bearing Area of Heads, Nuts, and Washers (Ab) (in Heavy Hex 0.167 0.299 0.467 0.671 0.911 1188 1.501 1.851 2.237 2.659 3.118 4.144 5.316 Hardened Washers 0.258 0 408 0.690 1.046 1.252 1.804 2.356 2.982 3.682 4 455 5.301 6.541 7.903 41 1% (Cont'd) ft E 32" Ih5 COL mAk IT NC BEYOND 5/8" DIA. X 3" MIN EMBED ANCHOR BOLT 32" (ALT THREADED ROD) J !1 1 w D DETAIL 2 X 8 16" A35 EA. STUD TO PLATE 16d 16" 2 X 4 16" 1 (E) CONC WALL TO REMAIN SILL PLATES 2X PRESSURE TREATED CURB WIDTH MATCH (E) CONC BELOW (N) CONC CURB W .,11 11111; SCALE 3/4'=1 —0' DRILL 5/8" DIA X 5" THREADED ROD IN 3" DEEP HOLE 32" (E) STEEL COL FOR BENT BEYOND (E) CONC PILE BEYOND N 1/4 V (E) STEEL FRAME TO REMAIN (N)W12X30 (N) L 4X4X3/8 X 6' LONG, EA. END 3X, OR 4X MIN. NAILER 5/8' DIA'THREADED END WELDED STUD 48" 2 ROWS #8 TEK SCREW 16' (OR SHOT PINS 145' DIA.) STEEL FRAMING DETAILS (E) ROOF PURLINS TO REMAIN (N) 2X8 CONT SIMP 1-12.5 EA. STUD TO PLATE SIMP L70 ANCHOR EA. STUD TO PLATE SEE ARCH. DRAWINGS FOR FINISH (N)2X8 @16' SCALE. 3/4 1 -0' LINE OF FINK SHOWN DASI Rev 560100 User KW-0605631, Ver 5.6.1 25-Oct-2002 (c)1983-2002 ENERCALC Engineering Software Description WIND GIRT j General Information Steel Section W12X30 Center Span Left Cant. Right Cant Lu Unbraced Length Distributed Loads #1 DL LL ST 0.200 Start Location End Location 20.000 Summary Using: W12X30 section, Span End Fixity Pinned-Pinned, Lu Moment fb Bending Stress fb/Fb Shear fv Shear Strew fv Fv Force Stress Summary Max. M Max. M Max. M Left Max. M Right Shear Left Shear Right Center Defl. Left Cant Defl Right Cant Defl Query Defl Reaction Left Reaction Rt Depth Width Web Thick Flange Thickness Area Maximum 11 49 k-ft 2.30 k 2.30 k -0 120 in 0.000 in 0.000 in 0 000 ft 2.30 2.30 Fa calc'd per Eq. E2-2, KLJr> Cc I Beam, Major Axis, UrT (510,000 Cb I Beam, Major Axis, Fb per Eq. F1-8, Fb Section Properties W12X30 20 OOft, Fy 50 Oksi 20.00ft, LDF 1 000 Actual Allowable 11 493 k-ft 37.365 k-ft 3.575 ksi 11 624 ksi 0.308 1 2.299 k 64 168 k 0.716 ksi 20.000 ksi 0.036 1 12.340 in 6.520in 0.260 in 0.440 in 8.79 in2 20.00 ft 0.00 ft 0.00 ft 20.00 ft 0.30 0.30 -0.016 0.000 0.000 0.30 0.30 Pinned-Pinned Bm Wt. Added to Loads LL ST Act Together 0.000 0.000 0.000 0.000 0 000 Fy)^.5 Fb per Eq. F1 7 12,000 Cb Af (1 d) Weight I-xx 1-yy S-xx S-yy Title Dsgnr Description Scope Steel Beam Design Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements #2 #3 #4 #5 These columns are Dead Live Load placed as noted DL LL LL+ST LL LL+ST Only (6) Center 0 Center 0 Cants 0 Cants 1 49 11 49 2.30 2.30 -0 120 0.000 0.000 0.000 2.30 2.30 29 86 #/ft 238.00 in4 20.30 in4 38.574 in3 6.227 in3 Fy 50.00 ksi Load Duration Factor 1 00 Elastic Modulus 29 000.0 ksi Beam OK Short Term Load Case Governs Stress Max. Deflection Length/DL Defl Length/(DL+LL Defl) 0.000 0 000 0 000 0 000 r xx r-yy Rt #6 Job Date: 11 29AM, 17 FEB 09 41 Page 1 c. \ec55 frnpa pa.ecw:Calculations #7 k-ft k-ft k-ft k-ft k k 0 000 in 0 000 in 0 000 in 0 000 in k k k/ft k/ft k/ft ft ft -0.120 in 15,411 7 1 2,001.9 1 5.203 in 1 520 in 1 730 in (E) STEEL FRAME TO REMAIN (N) W12 X 30 (N) L 4X4X3/8 X 6' LONG EA. END I T 3X, OR 4X MIN NAILER 5/8' DIA. THREADED END WELDED STUD 48' 2 ROWS #8 TEK SCREW j 16' (OR SHOT PINS 145 DIA.) ■F STEEL FRAMING DETAILS .7z12;A: ftz (E) ROOF PURLINS TO REMAIN (N) 2X8 CONT SIMP H2.5 EA. STUD TO PLATE SIMP L70 ANCHOR EA. STUD TO PLATE SEE ARCH DRAWINGS FOR FINISH (N)2X8 @16' SCALE. 3/4 1 -0' BRACING BEYOND 1 7 1 LINE OF FINISH PLATE FOR ROD 2 ROWS #8 TEK SCREW 16" (OR SHOT PINS 145" DIA STEEL FRAMING DETAILS ■P (E) ROOF PURLINS TO REMAIN SIMP DTC ANCHOR EA STUD TO PLATE SEE ARCH DRAWINGS FOR FINISH (N) 2 X 8 16" SCALE 3/4 (E) PURLINS INSULATION TO REMAIN nt asso civil 321 F SUITI BAIN 206 F 20 F 20 C bai LINE OF FINISH SHOWN DASHED (E) 1/2" DIA. BOLT TO REMAIN EA. ANGLE I F- a_ w 0 (I) 2 w CC u� m> (E) BEAM TO REMAIN 2 ROWS #8 TEK SCREW 16" (OR SHOT PINS 145" DIA (N) 1/2" SHEATHING I (E) PURLINS INSULATION TO REMAIN SIMP DTC ANCHOR EA. STUD TO PLATE (N) 2X8 16" (E) 1/2" DIA. BOLT TO REMAIN EA ANGLE (E) ANGLE (2 x 2 x 1/4) TO REMAIN (APPROX 10FT OC) (APPROX. 8 10 ALONG BENT LENGTH) STEEL FRAMING DETAILS SCALE 3/4 1 -0" C b; C L L s F C C L L L C L ft e L RE' MAI nbse associates STRUCTURAL ENGINEERS I 1 i HI -4- 1 -4- 4 I 7 r e. i i i -7.F--- .c 7.— L s I 1 i 1,,,t ---P-------"' t t I I Afr tqe.6-550exp_ 7 f) 6 H i- t 1i7 tkmaest Air r- •-=%114 .J. 227 Bellevue Way NE Alt413194 Bellevue, WA 98004 (425) 418-8502 829 State Street 4230 Santa Barbara, CA 93101 (805) 452-8152 321 High School Bd. NE #216 Bainbridge Stand, WA 98110 (206) 790-5333 i 42. JOB TITLE. SUBJECT JOB NO D't 1 i le. 2 2.. fri -HI-- -si-- SHEET NO. DESIGNER: DATE. I/C*1P 7-ii, 7. 3 7/14 x V ,‘'.4-"- 4 4' Z< it/3 17,,,-, j .4 4 al i 1 >t (A-1514- e- 4, --__._s ..,_r I t e 1 1 7)4 ifa 6 7 9 A 1 ji -3 x i 0 z___=3 6.7 i _r_. 17 42‘14 e.1 .0t i iw i© i te /O x .t.,, t' 4 /7 q 111 D r, 71 nbse associates STRUCTURAL ENGINEERS C;$9-Air, e4e446 ,r)/17PivigAG 227 Bellevue Way NE PMB 194 Bellevue, WA 98004 (425) 418-8502 629 State Street #230 Santa Barbara, CA 93101 (805) 452-8152 321 High School Rd NE #216 Bainbridge Island, WA 98110 (206) 780-5333 JOB TITLE SUBJECT JOB NO SHEET NO DESIGNER DATE. /2 ;S 7, --4 nbse associates STRUCTURAL ENGINEERS 5' 14-tvet. VA 41 0 5090 227 Bellevue Way NE PMB 194 Bellevue, WA 98004 (425) 418-8502 629 State Street #230 Santa Barbara, CA 93101 (805) 452-8152 321 High School Rd. NE #216 Bainbridge Island. WA 98110 (206) 780-5333 SHEET NO DESIGNER DATE. JOB TITLE SUBJECT JOB NO 4;i. I 56-09-mo r�: ^J 894 M5 ro )1/o fe-r re6v4, e 4N.T7 i c l'e,c2 7Y 4,04467;e/ C few. 9 d c 's -c W7 Apg Mg-Ai t PNre4 1 5 .)4,9-(0/,/ 4 9 06 2.. 7 O L Y .0 V t fro ado w 06 /VW 40° otu pArif,"4 34 A) 2 -1 ail O `MP HHDQ11 EA. END EA. 1113EAM BOLT THRU WAL 8/OR COL. J a co L EL 7i 7 'W TYPE NGERS R, TYP OR SI�II 7 \S1M, 1 I P 5/ U2 1 al i '411. T8" A. BOI� T It' O ALL ST N IL TO BLOCK OR *IS TYP 4 I V A C "P -It. i 4 -o c. 0 vkazi a 50 1 -J tR� I �c POi 46 A 5 1/4 X 1,PSL FLUSH <y 114 X11 71 5 PSL 1 .ROF SIMP EG5 OR FAB. SIMILAF X. HHDQ11 EA. 4 END EA. It. a BEAM BOLT THRU WALL &!OR COL. CN A nbse associates STRUCTURAL ENGINEERS 227 Bellevue Way NE PMB 194 Bellevue, WA 98004 (425) 418 -8502 629 State Street #230 Santa Barbara, CA 93101 (805) 452-8152 321 High School Rd NE #216 Bainbridge Island, WA 98110 (206) 780 -5333 JOB TITLE. SUBJECT JOB NO SHEET NO DESIGNER DATE. ZS SAtepozi-o9a-S #0`40' te"J vpo4V rcs Aftwecr ,,q0 4iv re're• 404 `u ifiki5 14 4- N9/G" O mar; e 9 rac i 1 ''e •,4 ft t •ou/ S, 5-roio ‘440,5 2. G eialt2enir pfraa'• 66Y-k 640vAiv$. 3 2o40 JI N6 •Mfi 01 1.04-w7 020■44 &oltoti6C 227 Bellevue Way NE FMB 194 Bellevue,),NA 98004 ti230 JOB TITLE (425) 418-8502 629 State Street nbse 5(805) 452-8152 1 High School NE #216 SUBJECT 32 Rd anta Barbara, CA 9310 associate s JOB NO STRUCTURAL ENGINEERS 51206) 780-5333 ainbridge Weed, WA 98 ----.c._ 44 4)e,r' 19, tb -,11 l'co,' 2 f-5-- P l '9' pz to ppi Li= 1 D 1 II -gots, i,, out p orit i voisesse 04. 44(7, l ik.oti p A R0,4/46)04,11- 4 k-.4 I p 1 .7,4/0 6* Pt l..4 24 6 3? IL p 1 24 /./0 c.,(/‘. 6-. /t1 T' 7 10 t 1 5 i 0 pgilP 1 SHEET NO DESIGNE DATE 0'16 RADIOLOGY 0 to. 0. COPY/M STAIR 2 UP LI li'l—L NE OF I I f A 1028.'" NCE ED 04 i ABOVE 3/A604 4 I I 'tub i AR, STAIR 1 I c II 1 I i 13 1 1 ---±1------ r±it 19 1e-8" d ELEVATOR I MACHINE I 107 11 i314 I I RISER ri: r• 0, 35 5 ELEVATOR I 06 EXAM I 105 9 o 5 ITING RECEPTIOI I 114 1/A41 H/C WC )128j 211" 107 35 1C-2" T fo.rM°N tT a 3 21. 3 NAGER 12 EXAM I 137 1 HALLI 164 II 41 4 '1 113:1 3'4' 0 A. 3 9 If 21A605 En v.; HALL 1169 I I 9 co 1 1%41 5 ))1fr P 4 a .13 SKYLIGHT ABOVE BIERS 1 12 STAFF REF i n I. Ii 2r Faze I I 1 ENS WC 1H-7771 4- SW1 Shear Wall Design PROJECT CLIENT JOB NO INPUT DATA LATERAL FORCE ON DIAPHRAGM: Vdia. WIND 200 plf,for wind Villa, SEISMIC 0 plf,for seismic GRAVITY LOADS ON THE ROOF wDL 200 plf,for dead I W 0 plf,for live I d DIMENSIONS: L 18 ft% 10.5 ft L= 18 ft h,= 0 ft PANEL GRADE (0 or 1) 1 Sheathing and Single -Floor MINIMUM NOMINAL PANEL THICKNESS 15/32 in COMMON NAIL SIZE (0=6d, 1 =8d, 2 =10d) 2 10d SPECIFIC GRAVITY OF FRAMING MEMBERS 0.5 EDGE STUD SECTION 2 pcs, b 2 in h 6 in DESIGN SUMMARY BLOCKED 15/32 SHEATHING WITH 10d COMMON NAILS 6 in O.C. BOUNDARY ALL EDGES f 12 in O.C. FIELD 5/8 in DIA. x 10 in LONG ANCHOR BOLTS 48 in O.0 DATE HOLD -DOWN FORCES. T 0.40 k TR 0.40 k DRAG STRUT FORCES. F 0.00 k EDGE STUD 2 2' x 6' DOUGLAS FIR -LARCH No. 1 CONTINUOUS FULL HEIGHT SHEAR WALL DEFLECTION: A 0.46 in THE DRAG STRUT FORCE. F (L -L MAX( v vwo, S sElsuic) 0.00 k THE MAX SPACING OF 5/8" DIA ANCHOR BOLT (Tab.11 E, NDS 2001 Page 85) S 48 in Techincal References: 1 'National Design Specification, NDS" 2001 Edition, AF&AP AWC 2001 2. Alan Williams: "Structuiral Engineering Reference Manual" Professional Publications Inc, 2001 F T (USE PHD2 -SD PAGE DESIGN BY REVIEW BY L W THE MAXIMUM SHEAR WALL DEFLECTION: Section 4.3, ASD MANUAL SUUP Page SW -17) 3 A OBe.d„, ASMa A,vav srp+ Ac>m.d spire .ay Kvbh vbh 75he„ h!/ 0 461 in EAL,, G[ L Where: v 200 p1f L. 18 ft E 1 7E +06 psi A 16.50 in` h 11 ft G 9.0E +04 psi t 0.298 in e 0.037 in d, 0 15 in L w MPSON HOL 0 ANALYSIS THE MAX SHEAR WALL DIMENSION RATIO L B 0.6 2 (,atisf. ,oryj THE UNIT SHEAR FORCE v 200 pH, 1 Side Diaphragm Required, the Max. Nail Spacing 6 in THE SHEAR CAPACITIES PER IBC Table 2306 4.1 UBCTable 23- 11 -I-1 Min. Min. Blocked Nail Spacing Panel Grade Common Penetratio Thickness Boundary All Edges Nail (in) (in) 6 I 4 I 3 I 2 Sheathing and Single -Floor I 10d I 1 5/8 15/32 I 310 I 460 I 600 I 770 Note: The indicated shear numbers have reduced by specific gravity factor per IBC note a UBC notel of the table. ao 2.5 (Sec. 1633.2.6) THE HOLD -DOWN FORCES I v Wall Seismic Overturning Resisting Safty Net Uplift Holddown (0) I at mid -story Ms) I Moments (ft-Ibs) 1 Moments (ft-Ibs) Factors I (Ibs) I SIMPSON SEISMIC 0 302 1588 I Left 46008 0.9 T 0 I Right 46008 0.9 I TR I 0 y 0 WIND 200 37800 Left 46008 I 2/3 T 396 0 Right 46008 2/3 I TR I 396 Q•2` CHECK EDGE STUD CAPACITY F 1500 psi Co 1.6 Cp 0.30 A 16.5 in E 1700 ksi CF 1 10 F 804 psi f 141 psi ft: i h SW12 Shear Wall Design INPUT DATA LATERAL FORCE ON DIAPHRAGM: GRAVITY LOADS ON THE ROOF* PROJECT CLIENT JOB NO Vdla. WIND Vde, SEIS II DL WLL 250 plf,for wind 0 plf,for seismic 150 plf,for de load 0 plf,for f load DIMENSIONS L 6.67 K h 10.5 L 9 ft h 0 ft PANEL GRADE (0 or 1) 1 Sheathing and Single -Floor MINIMUM NOMINAL PANEL THICKNESS 15/32 in COMMON NAIL SIZE (0 =6d, 1 =8d, 2 =10d) 2 10d SPECIFIC GRAVITY OF FRAMING MEMBERS 0.5 EDGE STUD SECTION 2 pcs, b 2 in h 6 in DESIGN SUMMARY BLOCKED 15/32 SHEATHING WITH 10d COMMON NAILS 4 in 0 C BOUNDARY ALL EDGES 12 in O.0 FIELD 5/8 in DIA. x 10 in LONG ANCHOR BOLTS c 30 in O.C. ANALYSIS THE MAX SHEAR WALL DIMENSION RATIO L B 1.6 THE UNIT SHEAR FORCE v 337 Of Where: v 337 plf A 16.50 in t 0.298 in L 7 It h 11 ft e 0.037 in DATE w F Techincal References: 1 'National Design Specification, NOS° 2001 Edition, AF&AP AWC 2001 2. Alan Williams: 'Structuiral Engineering Reference Manual" Professional Publications Inc, 2001 PAGE DESIGN BY REVIEW BY V h ;1 HOLD -DOWN FORCES T 2.75 k TR 3.06 k (USE P/ H -SDS3 SIM� HOLD-DOWN) DRAG STRUT FORCES F 0.58 k EDGE STUD 2 2' x 6' DOUGLAS FIR -LARCH No. 1 CONTINUOUS FULL HEIGHT SHEAR WALL DEFLECTION: 4 0 68 in DV% THE SHEAR CAPACITIES PER IBC Table 2306 41 UBCTable 23- I1 -I-1 Min. Min. Blocked Nail Spacing Panel Oracle Common Penetratio Thickness Boundary All Edges Nail (in) (in) 6 I 4 I 3 I 2 I Sheathing and Single -Floor I 10d I 1 5/8 15/32 I 310 I 460 I 600 I 770 Note: The indicated shear numbers have reduced by specific gravity factor per IBC note a UBC notel of the table. THE MAXIMUM SHEAR WALL DEFLECTION: Section 4.3, ASD MANUAL SUUP Page SW -17) A Aae,dn Asir, A Nad tip AChOJ vire d p a17 G 0 75he 0.676 in E 1 7E +06 psi G 9.0E +04 psi d 0.15 in J T Lw L 2 atinfac 'yl 1 Side Diaphragm Required, the Max. Nail Spacing 4 in THE DRAG STRUT FORCE. F (L -L MAX( Vaa WIND, Oovcfm, SEISMIC) 0.58 k 2.5 (Sec. 1633.2.6) THE MAX SPACING OF 5/8" DIA ANCHOR BOLT (Tab.11 E, NDS 2001 Page 85) S 30 in THE HOLD -DOWN FORCES. I v al Wall Seismic Overturning Resisting Salty Net Uplift Holddown (plf) I at mid -story (lbs) I Moments (ft -lbs) I I Moments (ft -Ibs) I Factors I (Ibs) SIMPSON SEISMIC 0 112 588 Left 7944 0.9 T 0 y Right I 4798 I 0.9 I TR I 0 4 WIND 250 23625 Left 7944 2/3 T 2748 �O Right 4798 I 2/3 TR I 3062 Q CHECK EDGE STUD CAPACITY F 1500 psi CD 1.6 Cp 0.30 A 16.5 in E 1700 ksi Cr 1 10 F 804 psi f 143 psi 1 h /°6 SW13 Shear Wall Design INPUT DATA LATERAL FORCE ON DIAPHRAGM GRAVITY LOADS ON THE ROOF PROJECT CLIENT JOB NO 6.67 Vdia, WIND Vea, SEISMIC WDL WLL ft h DIMENSIONS. L L= 9 PANEL GRADE (O or 1) 1 MINIMUM NOMINAL PANEL THICKNESS COMMON NAIL SIZE (0 =6d, 1 =8d, 2 =10d SPECIFIC GRAVITY OF FRAMING MEMBERS EDGE STUD SECTION pc s 530 plt,for wind 0 plf,for 125 pit,for d�it load 0 plt,for live lea 10.5 ft ft h 0 ft Sheathing and Single -Floor 15/32 in 2 10d 0.5 2 b= 2 in 6 in DESIGN SUMMARY BLOCKED 15/32 SHEATHING WITH 10d COMMON NAILS 2 in O.0 BOUNDARY ALL EDGES 12 in 0 C FIELD 5/8 in DIA. x 10 in LONG ANCHOR BOLTS 14 in 0 C HOLD -DOWN FORCES T 6.82 k TR 7.08 k DRAG STRUT FORCES. F 1.23 k EDGE STUD 2 2' x 6' DOUGLAS FIR -LARCH No. 1 CONTINUOUS FULL HEIGHT SHEAR WALL DEFLECTION: A 0.84 in ANALYSIS THE MAX SHEAR WALL DIMENSION RATIO L B 1.6 THE UNIT SHEAR FORCE v 715 plf, THE SHEAR CAPACITIES PER IBC Table 2306.4 1 UBCTable 23-II-I-1 Min. Min. Blocked Nail Spacing Panel Grade Common Penetratio Thickness Boundary All Edges Nail (in) (in) 6 I 4 I 3 1 2 Sheathing and Single -Floor I 10d I 1 5/8 15/32 I 310 I 460 1 600 I 770 Note: The indicated shear numbers have reduced by specific gravity factor per IBC note a UBC notel of the table. THE DRAG STRUT FORCE. F (L -L„) MAX( va, WIND Qovsa. SEISMIC) 1.23 k THE MAX SPACING OF 5/8' DIA ANCHOR BOLT (Tab.11 E, NDS 2001 Page 85) S 14 in THE HOLD -DOWN FORCES v I Wall Seismic I Overturning (plf) 1 at mid -story (Ibs) 1 Moments (ft-Ibs) SEISMIC 0 Where: CHECK EDGE STUD CAPACITY F 1500 psi E 1700 ksi v 715 plf A 16.50 in t 0.298 in 112 588 WIND 530 50085 Co= 1.6 Cr 1 10 2 rtian yl 1 Side Diaphragm Required, the Max. Nail Spacing 2 in Left Right Left Right L 7 ft h 11 ft e 0.037 in DATE Cp= 0.30 F 804 psi T THE MAXIMUM SHEAR WALL DEFLECTION: Section 4.3 ASD MANUAL SUUP Page SW -17) gvbh3 vbh hd A AB —di Asher ANad strr' AChord spice d p 75h 0.843 in EALW `/t L W Techincal References: 1 'Nascnsl Design Specification NOS" 2001 Edition AC&AP AWC 2001 2. Alan Williams: 'Structuiral Engineering Reference Manual' Professional Publications Inc, 2001 PAGE DESIGN BY REVIEW BY L w L 1 Li 1T Lw H(1 rl USE HD08 -SDS3 SIMPSON HOLD -DOWN) Qb 2.5 (Sec. 1633.2.6) Resisting Safty Net Uplift Sa lift Holddown Moments (ft -Ibs) 1 Factors 1 (lbs) SIMPSON 69311 1 0.9 1 T 1 0 ^3 4310 0.9 I TR= I 0 5 0� 6931 I 2/3 I T I 6816 O p p 4310 I 2/3 I TR I 7078 'Z' E 1 7E +06 psi G 9.0E +04 psi d, 0.15 in 16.5 in f 259 psi h iict•46 SW14 Shear Wall Design INPUT DATA LATERAL FORCE ON DIAPHRAGM: GRAVITY LOADS ON THE ROOF PROJECT CLIENT JOB NO DIMENSIONS L 11 L 18 ft Vdia. WINO Vdia, SEISMIC WDL WL 315 plf,for win O plf jpr se' mic 150 plf O plf,for live J/ad 10.5 ft O ft DESIGN SUMMARY BLOCKED 15/32 SHEATHING WITH 10d COMMON NAILS @'3 in O.0 BOUNDARY ALL EDGES 12 in O.C. FIELD 5/8 in DIA. x 10 in LONG ANCHOR BOLTS 20 in O.C. Sheathing and Single -Floor d PANEL GRADE (0 or 1) 1 MINIMUM NOMINAL PANEL THICKNESS 15/32 in COMMON NAIL SIZE (0=6d, 1 =8d, 2 =10d) 2 10d SPECIFIC GRAVITY OF FRAMING MEMBERS 0.5 EDGE STUD SECTION 2 pcs, b 2 in h 6 in DATE HOLD -DOWN FORCES. T 3.63 k TR 4.78 k U DRAG STRUT FORCES. F 2.21 k EDGE STUD 2 2' x 6' DOUGLAS FIR -LARCH No. 1 CONTINUOUS FULL HEIGH SHEAR WALL DEFLECTION: n 0.65 in ANALYSIS THE MAX SHEAR WALL DIMENSION RATIO L B 1.0 2 °raLcory i THE UNIT SHEAR FORCE v 515 plf 1 Side Diaphragm Required, the Max. Nail Spacing 3 in THE SHEAR CAPACITIES PER IBC Table 2306.4.1 UBCTable 23- 11 -1 -1 Min. Min. I Blocked Nail Spacing Panel Grade Common Penetratio Thickness Boundary All Edges Nail (in) (in) I 6 I 4 I 3 I 2 Sheathing and Single -Floor I 10d I 1 5/8 15/32 I 310 I 460 I 600 I 770 Note: The indicated shear numbers have reduced by specific gravity factor per IBC note a UBC notel of the table. THE DRAG STRUT FORCE. F (L -L,) MAX( Vim. WIND, O0V6a. SEISMIC) 2.21 k THE MAX SPACING OF 5/8" DIA ANCHOR BOLT (Tab.11 E, NDS 2001 Page 85) S 20 in THE HOLD -DOWN FORCES: I v an Wall Seismic Overturning Resisting Salty Net Uplift Holddown (plf) at mid -story (Ibs) I Moments (ft -Ibs) Moments (ft-Ibs) Factors I (Ibs) I SIMPSON SEISMIC 0 185 970 Left 29382 0.9 I T 1 0 Rlgttl 10482 I 0.9 I TR I 0 y O WIND 315 59535 Left 29382 2/3 I T 3632 Right 10482 I 2/3 I TR I 4777 Q THE MAXIMUM SHEAR WALL DEFLECTION: Section 4.3, ASD MANUAL SUUP Page SW -17) 3 A ABerdieg +OSrea ANuil slip+ AClu,rd slie. ,drp A th3 V bh 0 7�he�+ h� a Where: v 515 plf A 16.50 in` t 0.298 in F sw- r Techincal References: 1 "Naticnal Design Sp NCS" 2001 Edition, AF&AP AWC 2001 2. Alan Williams: 'Structuiral Engineering Reference Manual` Professional Publications, Inc 2001 PAGE DESIGN BY REVIEW BY w L.= 11 ft E 1 7E +06 psi h 11 ft G 9.0E +04 psi e 0.037 in d, 015 in 0.652 in w 1 1 SIMPSON HOLD -DOWN) Cl 2.5 (Sec. 1633.2.6) CHECK EDGE STUD CAPACITY F 1500 psi Co 1.6 Cp 0.30 A 16.5 in E 1700 ksi C 1 10 F 804 psi f 245 psi it a -icrl h 66 347 SW15 Shear Waif Design INPUT DATA LATERAL FORCE ON DIAPHRAGM: GRAVITY LOADS ON THE ROOF Where: PROJECT CLIENT JOB NO v 350 plf A= 16.50 in t 0.298 in Wile, WINO 'Idle, SEISMIC WDL WLL 350 plf,for wind 0 plf,for seismic 250 plf,for dead load 0 plf,for live load DIMENSIONS L,„ 4.5 ft h 9 ft L 4.5 ft h 0 ft PANEL GRADE (0 or 1) 1 Sheathing and Single -Floor MINIMUM NOMINAL PANEL THICKNESS 15/32 in COMMON NAIL SIZE (0 =6d, 1 =8d, 2 =10d) 2 10d SPECIFIC GRAVITY OF FRAMING MEMBERS 0.5 EDGE STUD SECTION 2 pcs, b 2 in _h DESIGN SUMMARY BLOCKED 15/32 SHEATHING WITH 10d COMMON N 4 in O.0 BOUNDARY ALL EDGES 12 in O.0 Fl 5/8 in DIA. x 10 in LONG ANCHOR BOLTS og 30 in O.C. DATE HOLD -DOWN FORCES. T 2.67 k TR DRAG STRUT FORCES. F 0.00 k EDGE STUD: 2 2' x 6" DOUGLAS FIR -LARCH No. 1 CONTINUOUS FULL HEI SHEAR WALL DEFLECTION: 0 0.68 in ANALYSIS THE MAX SHEAR WALL DIMENSION RATIO L B 2.0 THE UNIT SHEAR FORCE v 350 plf, 1 THE DRAG STRUT FORCE. F (L -L MAX( Yda MNo, Q0Vaa. SEISMIC) 0.00 k THE MAX SPACING OF 5/8" DIA ANCHOR BOLT (Tab 11E, NDS 2001 Page 85) S 30 in THE MAXIMUM SHEAR WALL DEFLECTION: Section 4.3, ASD MANUAL SUUP Page SW -17) 6 A A ne xing Asi.r A,vad �rq AChard spire sip Rv h U 75h h� E.AL,x Gt Gt Lw L 5 ft h= 9 ft ep 0.037 in PAGE DESIGN BY REVIEW BY L W 1 4 4 4! 1 L Vsa Techincal References: 1 "National Design Specification, NDS" 2001 Edition, AF &AP AWC 2001 2. Alan Williams: "Structuiral Engineering Reference Manual° Professional Publications, Inc, 2001 F 2 ,Sacs 'aryl Side Diaphragm Required, the Max. Nail Spacing THE SHEAR CAPACITIES PER IBC Table 2306.4.1 UBCTable 23- II -1 -1 Min. Min. Blocked Nail Spacing Panel Grade Common Penetratiot Thickness Boundary M Edges Nail (in) (in) 6 I 4 I 3 I 2 Sheathing and Single -Floor 1 10d 1 1 5/8 I 15/32 I 310 I 460 I 600 I 770 Note: The indicated shear numbers have reduced by specific gravity factor per IBC note a UBC note1 of the table. OLD -DOWN) 4 in hP .4 h (0 1 (Sec. 1633.2.6) THE HOLD -DOWN FORCES. I v Wall Seismic Overtumi Resisting Safty Net Uplift Holddown (plf) I at mid -story (Ibs) I Moments (ft -Ibs) I Moments (ft -Ibs) I Factors 1 (Ibs) I SIMPSON SEISMIC 0 65 292 Left 3260 0.9 T I 0 CP Right 3260 I 0 .9 I TR 0 �.0 WIND 350 14175 Left 3260 2/3 I T I 2667 p`l Right 3260 I 2/3 TR I 2667 Q 0.683 in E 1 7E +06 psi G 9.0E +04 psi d 0.15 in CHECK EDGE STUD CAPACITY F 1500 psi Co 1.6 Cp 040 A 16.5 in E 1700 ksi CF 1 10 F 1051 psi f 117 psi SW16 Shear Wail Design PROJECT CLIENT JOB NO INPUT DATA L LATERAL FORCE ON DIAPHRAGM: vd WIND 480 plf,for wind Yu, SEISMIC 0 plf,for leis GRAVITY LOADS ON THE ROOF 4YDL 150 plf,for dearrload LL 0 plf,for Iiv d DIMENSIONS. L 14 h 10.5 ft L= 18 h,= 0 ft PANEL GRADE (0 or 1) 1 Sheathing and Single -Floor MINIMUM NOMINAL PANEL THICKNESS 15/32 in COMMON NAIL SIZE (0 =6d, 1 =8d, 2 =10d) 2 10d SPECIFIC GRAVITY OF FRAMING MEMBERS 0.5 EDGE STUD SECTION 2 pcs, b 2 in h 6 in DESIGN SUMMARY BLOCKED 15/32 SHEATHING WITH 10d COMMON NAILS 2 in 0 C BOUNDARY ALL EDGES 12 in O.C. FIELD, 5/8 in DIA. x 10 in LONG ANCHOR BOLTS i 16 in O.0 HOLD -DOWN FORCES T 4.93 k TR 545 k DRAG STRUT FORCES. F 1.92 k EDGE STUD 2 2' x 6' DOUGLAS FIR -LARCH No. 1 CONTINUOUS FULL HEIGHT SHEAR WALL DEFLECTION: o 0.66 in THE DRAG STRUT FORCE. F (L -L MAX( via. WIND Oovtia. SEISMIC 1.92 k THE MAX SPACING OF 518" DIA ANCHOR BOLT (Tab.11 E, NDS 2001 Page 85) S 16 in THE HOLD -DOWN FORCES. I va;a 1 Wall Seismic at (plf) mid -story (Ibs) SEISMIC 0 235 Overturning Moments (ft -Ibs) 1235 WIND 480 90720 DATE THE MAXIMUM SHEAR WALL DEFLECTION: Section 4.3 ASD MANUAL SUUP Page SW -17) Rvnh vbh 0 75h hd A' Beading AShea ANO4 the OClw,d vre .dip L:AL. GI L. F Techincal References: 1 "National Design Specification, NOS" 200' Edition, AFP&AP AWC 20 2. Alan Williams: 'Structuiral Engineering Reference Manual" Professional Publications, Inc, 2001 PAGE DESIGN BY REVIEW BY V U's Lw ti (USE PHD6 -SDS3 SIMPSON HOLD -DOWN) ANALYSIS THE MAX SHEAR WALL DIMENSION RATIO L B 0.8 2 (Sams:.cto yl THE UNIT SHEAR FORCE vp 617 pit, 1 Side Diaphragm Required, the Max. Nail Spacing 2 in THE SHEAR CAPACITIES PER IBC Table 2306.4.1 UBCTable 23 -I141 Min. Min. Blocked Nail Spacing Panel Grade Conunon Penetratior Thickness Boundary All Edges Nail (in) (in) 6 I 4 1 3 1 2 Sheathing and Single -Floor 10d 1 1 5/8 1 15/32 1 310 1 460 1 600 1 770 Note: The indicated shear numbers have reduced by specific gravity factor per IBC note a UBC notel of the table. Resisting Safty I Net Uplift Moments (ft -Ibs) Factors (Ibs) Left 32532 0.9 T, I 0 Right 21732 0.9 I TR 1 0 Left 32532 2/3 I T, I 4931 Right 21732 2/3 I TR 1 5445 0.660 in Where: v 617 off L 14 ft E 1 7E +06 psi A 16.50 in` h 11 ft G 9.0E +04 psi t 0.298 in e„ 0.037 in d 0.15 in CHECK EDGE STUD CAPACITY F 1500 psi CD 1.6 C, 0.30 A 16.5 in E 1700 ksi CF 1 10 F 804 psi f 267 psi 23: z,f: I 4 T I, Do 2.5 (Sec. 1633.2.6) Holddown SIMPSON 5 O O rd SW17 Shear Wail Design INPUT DATA PROJECT CLIENT JOB NO LATERAL FORCE ON DIAPHRAGM: v aa, WIND 75 PI Vdia, SEISMIC 0 plf,fJlismic GRAVITY LOADS ON THE ROOF WoL 150 plf,for dead I d W 0 plf,for live Ic�d DIMENSIONS: L 14 ft 10.5 ft L= 18 ft h 0 ft PANEL GRADE 0 or 1) 1 Sheathing and Single -Floor MINIMUM NOMINAL PANEL THICKNESS 15/32 in COMMON NAIL SIZE (0 =6d, 1 =8d, 2 =10d) 2 10d SPECIFIC GRAVITY OF FRAMING MEMBERS 0.5 EDGE STUD SECTION 2 pcs, b 2 in h 6 in DESIGN SUMMARY BLOCKED 15/32 SHEATHING WITH 10d COMMON NAILS 6 in 0 C BOUNDARY ALL EDGES 12 in 0 C. FIELD 5/8 in DIA. x 10 in LONG ANCHOR BOLTS 48 in 0 C. DATE HOLD -DOWN FORCES: T 0.00 k TR 0.00 k DRAG STRUT FORCES. F 0.30 k EDGE STUD' 2 2' x 6' DOUGLAS FIR -LARCH No. 1 CONTINUOUS FULL HEIGHT SHEAR WALL DEFLECTION: A 0.44 in THE DRAG STRUT FORCE. F (L -L MAX( Vdm. WM, 1-2 0VdIa. SEISMIC) 0.30 k THE MAX SPACING OF 5/8' DIA ANCHOR BOLT (Tab.11 E, NDS 2001 Page 85 S 48 in 7 -F i Techincal References: 1 'National Design Specification, NDS' 2001 Edition, AF&AP AWC 2001 2. Alan Williams: 'Structuiral Engineering Reference Manual' Professional Publications, Inc, 2001 PAGE DESIGN BY REVIEW BY JJ (HOLD -DOWN NOT REQUIRED) THE SHEAR CAPACITIES PER IBC Table 2306.4.1 UBCTable 23- II -I -1 Min. Min. Blocked Nail Spacing Panel Grade Common Penetratiol Thickness Boundary All Edges Nail (in) (in) 6 I 4 I 3 I 2 Sheathing and Single -Floor I 10d I 1 5/8 I 15/32 310 I 460 I 600 I 770 Note: The indicated shear numbers have reduced by specific gravity factor per IBC note a UBC notel of the table. THE HOLD -DOWN FORCES: I yd. I Wall Seismic Overturning Resisting Safty Net Uplift Holddown (plf) at mid -story (Ibs) I Moments (ft-lbs) I I Moments (ft-lbs) I Factors I SIMPSON SEISMIC 0 235 1235 Left I 32532 I 0.9 I TL I 0 I 0 ,y Right I 21732 I 0.9 I TR 0 WIND 75 14175 Left I 32532 2/3 I Ti_ y 0 'Z' co Right 21732 I 2/3 I TR I 0 Q THE MAXIMUM SHEAR WALL DEFLECTION: Section 4.3, ASD MANUAL SUUP Page SW -17) 3 0 O Re .diig +O.�'/ra, +A Nail slip O c i splice r14, 8 vth V +0 75he hda 0.444 in EAL Gt L Where: v 96 plf L 14 ft E 1 7E +06 psi A 16.50 in` h 11 ft G 9 0E +04 psi t 0.298 in e„ 0.037 in d 0.15 in CHECK EDGE STUD CAPACITY F 1500 psi Co 1.6 Cp 0.30 A 16.5 in E 1700 ksi CF 1 10 F 804 psi k 101 psi (Satisfactory) ANALYSIS THE MAX SHEAR WALL DIMENSION RATIO L B 0.8 2 (Satisfactory] THE UNIT SHEAR FORCE v 96 plf, 1 Side Diaphragm Required, the Max. Nail Spacing 6 in lp Oo 2.5 (Sec. 1633.2.6) SW18 Shear Wail Design PROJECT CLIENT JOB NO INPUT DATA LATERAL FORCE ON DIAPHRAGM: v da, WIND Vea, SEISMIC GRAVITY LOADS ON THE ROOF WDL WLL 100 plf,for wind 0 ptf,for seismic 250 plf,for dead to 0 plf,for live to DIMENSIONS L 24 ft h 10.5 ft L 40 ft h 0 ft PANEL GRADE (0 or 1) 1 Sheathing and Single -Floor MINIMUM NOMINAL PANEL THICKNESS 15/32 in COMMON NAIL SIZE (0=6d, 1 =8d, 2 =10d) 2 10d SPECIFIC GRAVITY OF FRAMING MEMBERS 0.5 EDGE STUD SECTION 2 pcs, b 2 in h DESIGN SUMMARY BLOCKED 15/32 SHEATHING WITH 10d COMMON NAILS (4) 6 in O.0 BOUNDARY ALL EDGES 112 in O.0 FIEL 5/8 in DIA. x 10 in LONG ANCHOR BOLTS 48 in O.0 DATE in TR 0.00 k HOLD -DOWN FORCES. T 0.00 k DRAG STRUT FORCES. F 1.60 k EDGE STUD- 2 2' x 6" DOUGLAS FIR -LARCH No. 1 CONTINUOUS FULL HEIGHT SHEAR WALL DEFLECTION: A 0.42 in THE DRAG STRUT FORCE. F (L -L MAX( v& wpe 00Vcfm SEISMIC) 1.60 k THE MAX SPACING OF 518' DIA ANCHOR BOLT (Tab.11 E, NDS 2001 Page 85) S 48 in THE MAXIMUM SHEAR WALL DEFLECTION: Section 4.3, ASD MANUAL SUUP Page SW -17) AA A ABenasig &Shea ANad v10+ ISChold splice d x vbh 3 V bh +0 75he hd PAL, Gt Lw W hp F h T Techincal References. 1 'National Design Specification, NOT 2001 Edition, AF&AP AWC 2001 2. Alan Williams: 'Structuiral Engineering Reference Manual" Professional Publications, Inc, 2001 PAGE DESIGN BY REVIEW BY L V Lw (HOLD -DOWN NOT REQUIRED) ANALYSIS THE MAX SHEAR WALL DIMENSION RATIO L B 0.4 2 rIatishcto,yi THE UNIT SHEAR FORCE v 167 plf, 1 Side Diaphragm Required, the Max. Nail Spacing 6 in THE SHEAR CAPACITIES PER IBC Table 2306.4.1 UBCTable 23- II -I -1 Min. Min. Blocked Nail Spacing Panel Grade Common Penetratio Thickness Boundary All Edges Nail (in) (in) 6 I 4 I 3 I 2 Sheathing and Single -Floor I 10d I 1 5/8 15/32 I 310 I 460 I 600 I 770 Note: The indicated shear numbers have reduced by specific gravity factor per IBC note a UBC notel of the table. Oo THE HOLD -DOWN FORCES. I v a Wall Seismic Overturning Resisting Safty Net Uplift Holddown (plf) I at mid -story (Ibs) I Moments (ft -Ibs) I Moments (ft -lbs) I Factors I (Ibs) SIMPSON SEISMIC 0 403 2117 Left 224192 0.9 T 0 con' Right 64192 I 0.9 TR I 0 c 9 WIND 100 42000 Left 224192 I 2/3 T I 0 X 01 Right 64192 1 2/3 T I 0 Q 0 425 in Where: v 167 Of L 24 ft E 1 7E +06 psi A 16.50 in` h 11 ft G 9.0E +04 psi t 0.298 in e„ 0.037 in d 0.15 in CHECK EDGE STUD CAPACITY F 1500 psi Co 1.6 C 0.30 A 16.5 in E 1700 ksi Cf 110 F 804 psi f 336 psi Sat `3. ,Cl n T 2.5 (Sec. 1633.2.6) SW19 Shear Wall Design PROJECT CLIENT JOB NO INPUT DATA LATERAL FORCE ON DIAPHRAGM: Yaw wino 100 plf,for wind Vda. SEISM! 0 plf,for seismic GRAVITY LOADS ON THE ROOF v' 250 plf,fo ead load 0 plf live load DIMENSIONS L„ 16 tT" h 10.5 L= 40 ft h 0 ft PANEL GRADE (0 or 1) 1 Sheathing.and Single -Floor MINIMUM NOMINAL PANEL THICKNESS 15/32 in COMMON NAIL SIZE (0 =6d, 1 =8d, 2 =10d) 2 10d SPECIFIC GRAVITY OF FRAMING MEMBERS 0.5 EDGE STUD SECTION 2 pcs, b 2 DESIGN SUMMARY BLOCKED 15/32 SHEATHING WITH 10d COMMON NAILS 6 in O.0 BOUNDARY ALL EDGES 12 in O.0 FIELD 5/8 in DIA. x 10 in LONG ANCHOR BOLTS 42 in O.0 in h 6 in DATE HOLD -DOWN FORCES. T 0.00 k T 3.84 k DRAG STRUT FORCES F 2.40 k 14 EDGE STUD: 2 2' x 6' DOUGLAS FIR -LARCH No. 1 CONTINUOUS FULL HEIGHT SHEAR WALL DEFLECTION: A 0.49 in THE DRAG STRUT FORCE. F (L -L„,) MAX( vaa. WIND, O0V6a. SEISMIC) 2.40 k THE MAX SPACING OF 5/8" DIA ANCHOR BOLT (Tab.11 E, NDS 2001 Page 85) S 42 in THE MAXIMUM SHEAR WALL DEFLECTION: Section 4.3, ASD MANUAL SUUP Page SW -17) 3 A L1 ae dng A sro, A,vad std Ocrm d wire 440 xvbh vbh O 75he„ hd �L„. Gt Techincal References: 1 "National Design Specification, NDS" 2001 Edition, AF &AP AWC 2001 2. Alan Williams: "Siructuiral Engineering Reference Manual" Professional Publications, Inc, 2001 PAGE DESIGN BY REVIEW BY sN Where. v 250 Of L„, 16 ft E 1 7E +06 psi A 16.50 in h 11 ft G 9.0E +04 psi t 0.298 in e„ 0.037 in d 0 15 in V6. hp F 0 493 in vA Lw SDS3 SIMPSON HOLD -DOWN) ANALYSIS THE MAX SHEAR WALL DIMENSION RATIO L B 0.7 2 'Sr tistacteryj THE UNIT SHEAR FORCE v 250 plf, 1 Side Diaphragm Required, the Max. Nail Spacing 6 in THE SHEAR CAPACITIES PER IBC Table 2306.4.1 UBCTable 23 -11 -41 Min. Min. Blocked Nail Spacing Panel Grade Common Penetratio Thickness Boundary All Edges Nail (in) (in) 6 I 4 I 3 I 2 Sheathing and Single -Floor I 10d I 1 5/8 15/32 I 310 460 I 600 I 770 Note: The indicated shear numbers have reduced by specific gravity factor per IBC note a UBC notel of the table. O 2.5 (Sec. 1633.2.6) THE HOLD -DOWN FORCES I v an Wall Seismic Overturning Resisting Safty Net Uplift Holddown (plf) I at mid -story (Ibs) I Moments (ft-lbs) I I Moments (ft-lbs) I Factors I (Ibs) I SIMPSON SEISMIC 0 269 1411 Left 1 210752 0.9 I T 1 0 6 Right I -29248 0.9 I T I 1733 0 WIND 100 42000 I Left I 210752 2/3 T I 0 �0 I Right I -29248 2/3 I T I 3844 'r CHECK EDGE STUD CAPACITY F 1500 psi Co 1 6 Cp 0.30 A 16.5 in E 1700 ksi Cr 1 10 F 804 psi k 479 psi ^it 0, o. h SW20 Shear Wall Design Where: PROJECT CLIENT JOB NO INPUT DATA LATERAL FORCE ON DIAPHRAGM: Vea, wino 100 plf,for wind Vdia. SEISMIC 0 plf,for seismic GRAVITY LOADS ON THE ROOF wo 250 plf,for dead loa 0 plf,for live loa DIMENSIONS: L 13 ft u 10.5 ft L 35 ft h 0 ft PANEL GRADE (0 or 1) 1 Sheathing and Single -Floor MINIMUM NOMINAL PANEL THICKNESS 15/32 in COMMON NAIL SIZE (0 =6d, 1 =8d, 2 =10d) 2 10d SPECIFIC GRAVITY OF FRAMING MEMBERS 0.5 EDGE STUD SECTION 2 pcs, b 2 in h 6 in v 269 Of A 16.50 in t 0.298 in DESIGN SUMMARY BLOCKED 15/32 SHEATHING WITH 10d COMMON NAILS 6 in 0 C BOUNDARY ALL EDGES 12 in O.C. FIELD, 5/8 in DIA. x 10 in LONG ANCHOR BOLTS 38 in O.0 L 13 ft h 11 ft e 0.037 in DATE HOLD -DOWN FORCES. T 0.00 k TR 448 k DRAG STRUT FORCES. F 2.20 k EDGE STUD 2 2' x 6' DOUGLAS FIR -LARCH No. 1 CONTINUOUS FULL HEIGHT SHEAR WALL DEFLECTION: v 0.52 in THE DRAG STRUT FORCE. F (L -L MAX( yd.. wlNO Dovdo. sEIsMIc) 2.20 k THE MAX SPACING OF 5/8" DIA ANCHOR BOLT (Tab.11 E, NDS 2001 Page 85) S 38 in F Techincal References: 1 'National Design Specification, NDS" 2001 Edition, AF&AP AWC 2001 2. Alan Williams: "Structuiral Engineering Reference Manual" Professional Publications, Inc, 2001 L PAGE DESIGN BY REVIEW BY v- L w V P 3 SIMPSON HOLD -DOWN) ri/ ANALYSIS THE MAX SHEAR WALL DIMENSION RATIO L B 0.8 2 Islaetc171 THE UNIT SHEAR FORCE v 269 plf, 1 Side Diaphragm Required, the Max. Nail Spacing 6 in THE SHEAR CAPACITIES PER IBC Table 2306.4.1 UBCTable 23- I1 -1-1 Min. Min. Blocked Nail Spacing Panel Grade Common Penetratior Thickness Boundary 3r. All Edges Nail (in) (in) 6 I 4 I 3 I 2 Sheathing and Single -Floor I 10d I 1 5/8 I 15/32 310 I 460 I 600 I 770 Note: The indicated shear numbers have reduced by specific gravity factor per IBC note a UBC Hotel of the table. THE HOLD -DOWN FORCES. I yd. I Wall Seismic Overturning Resisting Safty Net Uplift Holddown (plt) I at mid -story (lbs) I Moments (ft -Ibs) I Moments (ft-Ibs) I Factors I (Ibs) I SIMPSON I SEISMIC 0 218 1147 eR 160223 i 0.9 I T, I 0 co,' Right -32277 I 0.9 I TR I 2323 O WIND 100 36750 I Left I 160223 I 2/3 T I 0 se 0 45 I Right I 32277 I 2/3 T I 4482 Q THE MAXIMUM SHEAR WALL DEFLECTION: Section 4.3, ASD MANUAL SUUP Page SW -17) 3 A= A Berrlst,¢ OShea &Vail sip AChord spire sip x vbh vhh 0 75h h a 0.525 in FALw Gt L„ (2 2.5 (Sec. 1633.2.6) E 1 7E +06 psi G 9.0E +04 psi d,= 0.15 in Lw CHECK EDGE STUD CAPACITY F 1500 psi Co 1.6 Cp 0.30 A 16.5 in E 1700 ksi Cr 1 10 F 804 psi f 459 psi „A. 1 hp I h SW21 Shear Wail Design PROJECT CLIENT JOB NO INPUT DATA LATERAL FORCE ON DIAPHRAGM: vde. wino 00 ptt,for wind VdIa, SEISMIC 0 plf,for seismic GRAVITY LOADS ON THE ROOF WDL 250 ptt,for dead load WL 0 plf,f f live lo DIMENSIONS. l. 24 10.5 ft L 35 ft 0 ft PANEL GRADE (0 or 1) 1 Sheathing and Single -Floor MINIMUM NOMINAL PANEL THICKNESS 15/32 in COMMON NAIL SIZE (0 =6d, 1 =8d, 2 =10d) 2 10d SPECIFIC GRAVITY OF FRAMING MEMBERS 0.5 EDGE STUD SECTION 2 pcs, b 2 in h 6 in DESIGN SUMMARY BLOCKED 15/32 SHEATHING WITH 10d COMMON NAILS 6 in O.0 BOUNDARY ALL EDGES 112 in 0 C. FIELD 5/8 in DIA. x 10 in LONG ANCHOR BOLTS i 48 in O.C. DATE HOLD -DOWN FORCES T 0.00 k TR 0.00 k DRAG STRUT FORCES. F 1 10 k EDGE STUD 2 2' x 6" DOUGLAS FIR -LARCH No. 1 CONTINUOUS FULL HEIGHT SHEAR WALL DEFLECTION: o 0.42 in THE DRAG STRUT FORCE. F (L -L,„) MAX( v an. wino, OQVaa. se)su,c) 1 10 k THE MAX SPACING OF 5/8" DIA ANCHOR BOLT (Tab 11E, NDS 2001 Page 85) S 48 in THE MAXIMUM SHEAR WALL DEFLECTION: Section 4.3, ASD MANUAL SUUP Page SW -17) A Aserav AShea A Nail .tip Aam,d spit sip �vbhi vbh 0 75h hd GAL„ Gt L„ Where: V 146 plf A 16.50 in t 0.298 in L,.,= 24 ft h 11 ft e 0.037 in Techincal References: 1 "National Design Specification, NDS° 2001 Edition, AF&AP AWC 2001 2. Alan Williams: 'Structuiral Engineering Reference Manual" Professional Publications Inc, 2001 v„ T PAGE DESIGN BY REVIEW BY L W Lw *1.1) (HOLD -DOWN NOT REQUIRED) ANALYSIS THE MAX SHEAR WALL DIMENSION RATIO L B 0.4 2 (S: ttstar.' YI THE UNIT SHEAR FORCE v 146 plf, 1 Side Diaphragm Required, the Max. Nail Spacing 6 in THE SHEAR CAPACITIES PER IBC Table 2306 4.1 UBCTable 23- II-I -1 Min. Min. Blocked Nail Spacing Panel Grade Common Penetratior Thickness Boundary 'W Edges Nail (in) (in) 6 I 4 1 3 I 2 Sheathing and Single -Floor I 10d I 1 5/8 I 15/32 I 310 I 460 I 600 I 770 Note: The indicated shear numbers have reduced by specific gravity factor per IBC note a UBC notel of the table. THE HOLD -DOWN FORCES. I Wall Seismic I Overturning Resisting Salty Net Uplift Holddown (plf) vtla I at mid -story (Ibs) Moments (ft -Ibs) Moments (ft -Ibs) I Factors I (Ibs) I SIMPSON SEISMIC 0 403 2117 Left 177317 0.9 T, 0 y Right 81067 0.9 I TR I 0 �O� WIND 100 36750 Left 177317 I 2/3 I T I 0 �0 Right 81067 I 2/3 I TR I 0 Q 0416 in E 1 7E +06 psi G 9.0E +04 psi d 0 15 in CHECK EDGE STUD CAPACITY F 1500 psi Co= 1.6 C,= 0.30 A= 16.5 in E 1700 ksi Cr 1 10 F 804 psi f, 270 psi li Do 2.5 (Sec. 1633.2.6) SW22 Shear Wall Design INPUT DATA PROJECT CLIENT JOB NO LATERAL FORCE ON DIAPHRAGM: Vda,vvlNO Vdia, SEISMIC GRAVITY LOADS ON THE ROOF WDL WLL DIMENSIONS L„ 26 ft L 35 ft PANEL GRADE (0 or 1) 100 plf,for wind plf,for seismic 50 ptf,for dead I 0 plf,for live 10.5 ft 0 ft 1 Sheathing and Single -Floor MINIMUM NOMINAL PANEL THICKNESS 15/32 in COMMON NAIL SIZE (0 =6d, 1 =8d, 2 =10d) 2 10d SPECIFIC GRAVITY OF FRAMING MEMBERS 0.5 EDGE STUD SECTION 2 pcs, b 2 in h 6 in DATE DESIGN SUMMARY BLOCKED 15/32 SHEATHING WITH 10d COMMON NAILS 6 in O.0 BOUNDARY ALL EDGES 12 in O.C. FIELD 5/8 in DIA. x 10 in LONG ANCHOR BOLTS t 48 in O.0 HOLD -DOWN FORCES. T 0.00 k TR 0.00 k DRAG STRUT FORCES. F 0.90 k EDGE STUD 2 2' x 6' DOUGLAS FIR -LARCH No. 1 CONTINUOUS FULL HEIGHT SHEAR WALL DEFLECTION: A 0 41 in V„ h T PAGE DESIGN BY REVIEW BY w V (HOLD -D NOT REQUIRED) ANALYSIS THE MAX SHEAR WALL DIMENSION RATIO L B 0 4 2 ,ausfac'aryl THE UNIT SHEAR FORCE v 135 ptf 1 Side Diaphragm Required, the Max. Nail Spacing 6 in THE SHEAR CAPACITIES PER IBC Table 2306 4.1 UBCTable 23- II -I -1 Min. Min. Blocked Nail Spacing Panel Grade Common Penetratio Thickness Boundary All Edges Nail (in) (in) 6 1 4 I 3 I 2 Sheathing and Single -Floor I 10d I 1 5/8 15/32 I 310 I 460 I 600 I 770 Note: The indicated shear numbers have reduced by specific gravity factor per IBC note a UBC notel of the table. THE DRAG STRUT FORCE. F (L -L„,) MAX( vci, WIND Q0VJa. SEISMIC) 0.90 k THE MAX SPACING OF 5/8" DIA ANCHOR BOLT (Tab 11E, NDS 2001 Page 85) S 48 in THE HOLD -DOWN FORCES I y d Wall Seismic Overturning Resisting Safty Net Uplift Holddown (pIt) at mid -story (lbs) Moments (ft -4bs) Moments (ft-lbs) Factors (Ibs) SIMPSON SEISMIC 0 437 2293 Left 181517 0.9 I T I 0 co Right 102767 0.9 T 0 �O WIND 100 7r� Left I 181517 I 2/3 I T I 0 X 0 0 Right 102767 I 2/3 TR I 0 Q THE MAXIMUM SHEAR WALL DEFLECTION: Section 4.3, ASD MANUAL SUUP Page SW -17) 3 A ABending Aslea ANad s/rp AChord care gip EA h G vbh 0 75h hd 0.406 in I_w Lw Where: v 135 plf A 16.50 in t 0.298 in L 26 ft h 11 ft e 0.037 in S2 2.5 (Sec. 1633.2.6) E 1 7E +06 psi G 9.0E +04 psi d, 0.15 in CHECK EDGE STUD CAPACITY F 1500 psi Co 1.6 C, 0.30 A 16.5 in E 1700 ksi Cr 1 10 F 804 psi f 254 psi Techincal References: 1 "National Design Specification, NDS" 2001 Edition, AF&AP AWC 2001 2. Alan Williams: "Structuiral Engineering Reference Manual" Professional Publications Inc, 2001 ioe 4‘ OFFICE <s> Ba 1202 I mECi 202a BRIDGE 1201 ELEVATOR 1200 35 10" SULT 9 6 6/6" 0 4 I 6 NSULT so II 107 35 14 0 6/A801 CONFERENCE 120€ 1 /4 1111 DOWN GREEN r r 7 1 /0 s 2. 4.1 if to.c Avr C v /0.6 Alb CORRIDOR .1,207 1 AA 206b MEC H VOID AN SToR/ OE CABINET i74,L ii 4. BELOW II SOLI° ABOVE 2 9 OPEN TO BELOW 28 3 9 L 3'4" L 3 L 3 L 3 L 3 2T-2" OPEN BELOW WALL BE OW f 1, t:,7 67, ,1 2 C\ 42. -sroLv7 fair 2 a00/E 10 3.c 1 4 4a 4 1. 2 PROJECT CLIENT JOB NO SW1 Shear Wall Design INPUT DATA LATERAL FORCE ON DIAPHRAGM: vdia,WIND 95 plf,for wind Ada, SEISMIC 0 plf,for seismic GRAVITY LOADS ON THE ROOF W01 125 pl,for de W11 0 plf,for 1 load DIMENSIONS. L„, 12 ft 10.5 ft r L= 18 ft h,= 0 ft N PANEL GRADE (0 or 1) 1 Sheathing and Single -Floor MINIMUM NOMINAL PANEL THICKNESS 15/32 in COMMON NAIL SIZE 0=6d, 1 =8d, 2 =10d) 2 10d SPECIFIC GRAVITY OF FRAMING MEMBERS 0.5 EDGE STUD SECTION 2 pcs, b 2 in h 8 in DESIGN SUMMARY BLOCKED 15/32 SHEATHING WITH 10d COMMON NAILS 6 in O.0 BOUNDARY ALL EDGES 112 in 0 C. FIELD, 5/8 in DIA. x 10 in LONG ANCHOR BOLTS 48 in 0 C. DATE HOLD -DOWN FORCES. T 0.04 k TR 0.79 k DRAG STRUT FORCES. F 0.57 k EDGE STUD 2 2' x 6' DOUGLAS FIR -LARCH No. 1 CONTINUOUS FULL HEIGHT SHEAR WALL DEFLECTION: n 0.48 in THE DRAG STRUT FORCE. F (L -L„„) MAX( v =ND, Oovja. SEISMIC) 0.57 k THE MAX SPACING OF 518" DIA ANCHOR BOLT (Tab.11 E, NDS 2001 Page 85) S 48 in Techincal References: 1 "National Design Specification, NDS" 2001 Edition, AF&AP AWC 2001 2. Alan Williams: "Structuiral Engineering Reference Manual' Professional Publications Inc 2001 PAGE DESIGN BY REVIEW BY L THE MAXIMUM SHEAR WALL DEFLECTION: Section 4.3 ASD MANUAL SUUP Page SW -17) 3 A A &tar g 1- &Shear ANail slip AC'hord spire '141 EVbh Vbh 0 75he h( a 0 482 in EA L„ Gt I_w Where: v 143 pIf L„, 12 ft E 1 7E +06 psi A 16.50 in' h 11 ft G 9.0E +04 psi t 0.298 in e 0.037 in d, 015 in V T Lw I, m5sr SE PHD2 -SDS3 SIMPSON HOLD -DOWN) P 1 t4 a ANALYSIS THE MAX SHEAR WALL DIMENSION RATIO L B 0.9 2 :Saosfa, r,al THE UNIT SHEAR FORCE v 143 pff, 1 Side Diaphragm Required, the Max. Nail Spacing 6 in THE SHEAR CAPACITIES PER IBC Table 2306.4.1 UBCTable 23- 11-I -1 Min. Min. Blocked Nail Spacing Panel Grade Common Penetratio Thickness Boundary All Edges Nail (in) (in) 6 I 4 I 3 I 2 1 Sheathing and Single -Floor I 10d I 1 5/8 15/32 I 310 I 460 I 600 I 770 Note: The indicated shear numbers have reduced by specific gravity factor per IBC note a UBC notel of the table. THE HOLD -DOWN FORCES I v I Wall Seismic I Overturning I Resisting I Safty Net Uplift Holddown I (plf) at mid -story (Ibs) Moments (ft -Ibs) Moments (ft -Ibs) Factors (Ibs) I SIMPSON SEISMIC 0 202 1058 Left I 26298 1 0.9 I T, 1 0 Right 12798 2798 0.9 T 0 �a5 WIND 95 17955 Left I 26298 I 2/3 I T I 35 Right I 1279 I 2/3 I TR 1 785 Q CHECK EDGE STUD CAPACITY F 1500 psi CD 1.6 Cp 0.30 A 16.5 in E 1700 ksi Cr 1 10 F 804 psi f, 112 psi hpj h C2 2.5 (Sec. 1633.2.6) SW2 Shear Wall Design INPUT DATA LATERAL FORCE ON DIAPHRAGM: Vdla, WIND 145 pIf,for wind vaa. SEISMIC 0 plf,for seismic GRAVITY LOADS ON THE ROOF WD 125 ptf,for dead load W 0 plf,for live load DIMENSIONS. L 11 ft 10.5 ft L 18 ft h 0 ft PANEL GRADE (0 or 1) 1 Sheathing and Single -Floor MINIMUM NOMINAL PANEL THICKNESS 15/32 in COMMON NAIL SIZE (0 =6d, 1 =8d, 2 =10d) 2 10d SPECIFIC GRAVITY OF FRAMING MEMBERS 0.5 EDGE STUD SECTION 2 pcs, b 2 in h 6 in DESIGN SUMMARY BLOCKED 15/32 SHEATHING WITH 10d COMMON NAILS 6 in O.0 BOUNDARY ALL EDGES 12 in O.0 FIELD, 5/8 in DIA. x 10 in LONG ANCHOR BOLTS 44 in O.0 HOLD -DOWN FORCES. T 0.96 k TR 1.91 k DRAG STRUT FORCES. F 1.02 k EDGE STUD 2 2' x 6' DOUGLAS FIR -LARCH No. 1 CONTINUOUS FULL HEIGHT SHEAR WALL DEFLECTION: A 0.53 in ANALYSIS THE MAX SHEAR WALL DIMENSION RATIO L B 1.0 2 w %If I THE UNIT SHEAR FORCE v 237 plf 1 Side Diaphragm Required, the Max. Nail Spacing 6 in THE SHEAR CAPACITIES PER IBC Table 2306.4.1 UBCTable 23- 11 -1 -1 Min. Min. Blocked Nail Spacing Panel Grade Common Penelratior Thickness Boundary, All Edges Nail (in) (in) 6 1 4 I 3 I 2 Sheathing and Single -Floor I 10d I 1 5/8 I 15/32 I 310 I 460 I 600 I 770 Note: The indicated shear numbers have reduced by specific gravity factor per IBC note a UBC note/ of the table. THE DRAG STRUT FORCE. F (L-L,) MAX( Va.. wrap Oovcia. SEISMIC) 1.02 k THE MAX SPACING OF 5/8° DIA ANCHOR BOLT (Tab.11 E, NDS 2001 Page 85) S 44 in THE HOLD -DOWN FORCES. I v di Wall Seismic Overturning Resisting Salty (plf) I at mid -story (Ibs) I Moments (ft Ibs) Moments (ft -Ibs) Factors SEISMIC 0 185 970 Left 25332 0.9 Right 9582 0.9 WIND 145 27405 Left 25332 2/3 I Right 9582 2/3 THE MAXIMUM SHEAR WALL DEFLECTION: Section 4.3, ASD MANUAL SUUP Page SW -17) 3 A A Beming Ash,. A,vaa slrp AChord spire dr 8vbh vyft +0 75he hd 0.535 in EA L,. Gt L. Where: PROJECT CLIENT JOB NO v 237 plf A= 16.50 in t 0.298 in 1,= 11 ft h 11 ft e 0.037 in DATE F CHECK EDGE STUD CAPACITY F 1500 psi Co 1.6 Cp 0.30 A 16.5 in E 1700 ksi CF 1 10 F 804 psi f 145 psi qr Techincal References: 1 'National Design Specification, NDS" 2001 Edition, AF &AP AWC 2001 2. Alan Williams: 'Structuiral Engineering Reference Manual" Professional Publications, Inc, 2001 PAGE DESIGN BY REVIEW BY L w hp E 1 7E +06 psi G 9.0E +04 psi d 0.15 in V D2 -SDS3 SIMPSON HOLD -DOWN) i2 2.5 (Sec. 1633.2.6) Net Uplift Holddown (Ibs) I SIMPSON T, I 0 TR I 0 y'0 T I 956 p` 1: TR I 1911 Q h leb0 SW3 Shear Wall Design LATERAL FORCE ON DIAPHRAGM: GRAVITY LOADS ON THE ROOF PROJECT CLIENT JOB NO INPUT DATA L Villa, WIND Vdia, SEISMIC WDL WLL DIMENSIONS. L„ 11 ft h 10.5 ft L= 18 ft hp= 0 ft DATE 383 plf,for wind 0 pIt /or seismic 'N 125 plf,for dead load L I-- Li 0 plf,for live load s h p PANEL GRADE (0 or 1) 1 Sheathing and Single -Floor MINIMUM NOMINAL PANEL THICKNESS 15/32 in COMMON NAIL SIZE (0=6d, 1 =8d, 2 =10d) 2 10d SPECIFIC GRAVITY OF FRAMING MEMBERS 0.5 EDGE STUD SECTION 2 pcs, b 2 in h 6 in T 1 T DESIGN SUMMARY BLOCKED 15/32 SHEATHING WITH 10d COMMON NAILS 2 in O.0 BOUNDARY ALL EDGES 12 in 0 C FIELD, 5/8 in DIA. x 10 in LONG ANCHOR BOLTS l 16 in 0 C HOLD -DOWN FORCES T 5.05 k TR 6.00 k DRAG STRUT FORCES F 2.68 k EDGE STUD 2 2' x 6' DOUGLAS FIR -LARCH No. 1 CONTINUOUS FULL HEIGHT SHEAR WALL DEFLECTION: A 0.70 in ANALYSIS THE MAX SHEAR WALL DIMENSION RATIO L B 1.0 2 t ,a= toiyi THE UNIT SHEAR FORCE v 627 pH, 1 Side Diaphragm Required, the Max. Nail Spacing 2 in THE SHEAR CAPACITIES PER IBC Table 2306.4.1 UBCTable 23- 11 -1 -1 Min. Min. Blocked Nail Spacing Panel Grade Common Penetration Thickness Boundary All Edges Nail (in) (in) 6 I 4 I 3 I 2 I Sheathing and Single -Floor I 10d 11 5/8 I 15/32 I 310 I 460 I 600 I 770 Note: The indicated shear numbers have reduced by specific gravity factor per. IBC note a UBC note/ of the table. THE DRAG STRUT FORCE. F (L -L MAX( villa, WIND Q0Vdia. SEISMIC) 2.68 k THE MAX SPACING OF 5/8" DIA ANCHOR BOLT (Tab.11 E, NDS 2001 Page 85) S 16 in THE MAXIMUM SHEAR WALL DEFLECTION: Section 4.3, ASD MANUAL SUUP Page SW -17) 3 A L\ Berth g L.Shen A.v„u v10+ L chord vire .ac xdbh v h 0 75he„ hdQ EA L. Gf Lw Where: v 627 plf A 16.50 in` t 0.298 in L 11 ft h 11 ft e" 0.037 in Techincal References: 1 'National Design Specification NDS" 2001 Edition, AF&AP AWC 2001 2. Alan Williams: "Structuiral Engineering Reference Manual" Professional Publications, Inc, 2001 F PAGE DESIGN BY REVIEW BY S2 2.5 (Sec. 1633.2.6) THE HOLD -DOWN FORCES v Wall Seismic Overturning Resisting Safty Net Uplift Holddown (plf) I at mid -story (Ibs) I Moments (ft-Ibs) I Moments (ft -Ibs) I Factors I (Ibs) I SIMPSON Left 25332 I 0.9 I T, I 0 SEISMIC 0 185 970 c Right 9582 I 0.9 I TR I 0 g WIND 383 72387 Left 25332 I 2/3 I T I 5045 Right 9582 I 2/3 I TR I 6000 0.699 in E 1 7E +06 psi G 9.0E +04 psi d 0 15 in V Lw rf c111 SIMPSON HOLD -DOWN) CHECK EDGE STUD CAPACITY F 1500 psi Co 1.6 Cp 0.30 A 16.5 in E 1700 ksi C 1 10 F 804 psi f 269 psi V Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing Title Block" selection. Title Block Line 6 Wood Beam Design c° W= 06005 Description OMEGA CALC Material Properties Analysis Method Allowable Stress Design Load Combination .2006 IBC ASCE 7-05 Wood Species Wood Grade Beam Bracing Applied Loads Load for Span Number 1 Uniform Load D 0.080'k //ft, Tributary Width 1.0 ft Point Load D 15.0 k (a, 2.50 ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb Actual FB Allowable Load Combination Location of maximum on span Span where maximum occurs Maximum Deflection Max Downward L +Lr +S Deflection Max Upward L +Lr +S Deflection Live Load Deflection Ratio Max Downward Total Deflection Max Upward Total Deflection Total Deflection Ratio Maximum Forces Stresses for Load Combinations Max Stress Ratios Segment Length Span M V Load Combination Overall Maximum Deflections Unfactored Loads Load Combination Span Load Combination C.; -+ny, Fb Tension Fb Compr Fc Pril Fc Perp Fv Ft Beam is Fully Braced against lateral torsion buckling iLevet Truss Joist Parallam PSL. 2 OE Dt? 5) Span 0.850 1 7.0x11.875 2,466.14psi 2 900 DOpsi +D 2.520ft Span 1 0.000 in 0 000 in 0 <360 0 0 000 in 279 Max. 7.0x11.875, Span 18.0 ft Dell Location in Span �lr y Maximum Deflections for Load Combinations Unfactored Loads Max. Downward Defl :2 D(0.08) Title Dsgnr Project Desc. Project Notes Printed 18 FEB 2009. 8,55AM File: C:1Documents and Settings\Debra Duffy\My Documents\ENERCALC Data Filesldeaver.ec6 ENERCALC, INC.1983-2008, Ver 6.0.21, N:20084 2,900 Opsi 2,900.Opsi 2,900 Opsi 750 Opsi 290.0 psi 2,025 Opsi Density T_. Service loads entered. Load Factors will be applied for calculations Maximum Shear Stress Ratio Section used for this span fv Actual Fv Allowable Load Combination Location of maximum on span Span where maximum occurs Summary of Moment Values Mactual fb- design Fb -allow .34 1.4 33 _,5 .A Load Combination r cense;ewner, ART;NEEDHAM;;SE; Calculations per IBC 2006 CSC 2007 2005 NOS 2 t25 ��rl `(r -,n0 E Modulus of Elasticity Ebend -xx 2,000 Oksi Eminbend xx 2 000 Oksi Summary of Shear Values Vactual fv- design Fv -allow A._,5 `rJ Location in Span Max Upward Defl Location in Span ii) Crdlr Job 32.210pcf w es! !a e..,:. 0844 1 7.Ox11.875 244 78 psi 290 00 psi +0 0 000ft Span 1 Max. Defl Location in Span I I tt? inn SW4 Shear Wall Design INPUT DATA LATERAL FORCE ON DIAPHRAGM: GRAVITY LOADS ON THE ROOF THE HOLD -DOWN FORCES Where: PROJECT CLIENT JOB NO v 503 pit A 16.50 in t 0.298 in Vea. WIND udia. SEISMIC WDL WLL 335 plf,for wind 0 plf,for seismic 125 plf,for dead load 0 plf,for live load DIMENSIONS. L 12 ft h 10.5 ft L 18 ft h 0 ft PANEL GRADE (0 or 1) 1 Sheathing and Single -Floor MINIMUM NOMINAL PANEL THICKNESS 15/32 in COMMON NAIL SIZE (0 =6d, 1 =8d, 2 =10d) 2 10d SPECIFIC GRAVITY OF FRAMING MEMBERS 0.5 EDGE STUD SECTION 2 pcs, b 2 in h 6 in DESIGN SUMMARY BLOCKED 15/32 SHEATHING WITH 10d COMMON NAILS 3 in O.0 BOUNDARY ALL EDGES 12 in O.0 FIELD 5/8 in DIA. x 10 in LONG ANCHOR BOLTS 20 in O.C. HOLD -DOWN FORCES T 3.82 k TR 4.57 k DRAG STRUT FORCES. F 2.01 k EDGE STUD' 2 2' x 6' DOUGLAS FIR -LARCH No. 1 CONTINUOUS FULL HEIGHT SHEAR WALL DEFLECTION: A 0.63 in THE DRAG STRUT FORCE. F (L -L MAX( Vdm. WIND 0 &Vdo. SEISMIC) 2.01 k THE MAX SPACING OF 5/8" DIA ANCHOR BOLT (Tab 11E, NDS 2001 Page 85) S 20 in THE MAXIMUM SHEAR WALL DEFLECTION: Section 4.3, ASD MANUAL SUUP Page SW -17) 8vbh sill hd A A xfi Av. bw .lip ACh,n! vpl=e .v1 ip Gf 0 75he„ EAL„ Lw L 12 ft h 11 ft e 0.037 in DATE Techincal References: 1 "National Design Specification, NDS" 2001 Edition, AF&AP AWC 2001 2. Alan Williams: 'Structuiral Engineering Reference Manual° Professional Publications, Inc, 2001 PAGE DESIGN BY REVIEW BY W Va np F 1 1 1 1 T Lw (USE PHD5 -SDS3 SIMPSON HOLD -DOWN) ANALYSIS THE MAX SHEAR WALL DIMENSION RATIO L B 0.9 2 tl tvry THE UNIT SHEAR FORCE v 503 plf 1 Side Diaphragm Required, the Max. Nail Spacing 3 in THE SHEAR CAPACITIES PER BC Table 2306.4.1 UBCTable 23- II -I-1 Min. Min. Blocked Nail Spacing Panel Grade Common Penetration Thickness Boundary AU Edges Nail (in) (in) 6 I 4 I 3 I 2 Sheathing and Single -Floor I 10d I 1 5/8 I 15/32 I 310 I 460 I 600 I 770 Note: The indicated shear numbers have reduced by specific gravity factor per IBC note a UBC notel of the table. h O 2.5 (Sec. 1633.2.6) I v n Wall Seismic Overturning Resisting Salty Net Uplift Holddown (plf) I at mid -story (Ibs) I Moments (ft-Ibs) I Moments (ft -Ibs) I Factors (Ibs) I SIMPSON SEISMIC 0 202 1058 Left 26298 0.9 T I 0 b Right 12798 g I 0.9 TR I 0 �O WIND 335 63315 Left I 2/3 T I 3815 Q Q V Right 12798 I 2/3 TR I 4565 0.633 in E 1 7E +06 psi G 9.0E +04 psi d,= 015 in CHECK EDGE STUD CAPACITY F 1500 psi Co 1.6 Cp 0.30 A 16.5 in E 1700 ksi CF 1 10 F 804 psi f 226 psi arto f �t SW5 Shear Wall Design PROJECT CLIENT JOB NO DESIGN SUMMARY BLOCKED 15/32 SHEATHING WITH 10d COMMON NAILS 6 in O.C. BOUNDARY ALL EDGES 12 in 0 C FIELD, 5/8 in DIA. x 10 in LONG ANCHOR BOLTS 48 in O.0 Where: v 50 pit A 16.50 in` t 0.298 in L 18 ft h 11 ft e„ 0.037 in DATE INPUT DATA i LATERAL FORCE ON DIAPHRAGM: Vdia, WIND 50 plf,for wind Vdia. SEISMIC 0 plf,for seismic W GRAVITY LOADS ON THE ROOF WD1 125 plf,for dead load -f—+ 11 1 1 1 W 0 plf,for live load r- hp DIMENSIONS. L 18 ft h 10.5 ft L 18 ft h 0 ft 0 Pr PANEL GRADE (0 or 1) 1 Sheathing and Single -Floor h MINIMUM NOMINAL PANEL THICKNESS 15/32 in COMMON NAIL SIZE (0 =6d, 1 =8d, 2 =10d) 2 10d SPECIFIC GRAVITY OF FRAMING MEMBERS 0.5 V EDGE STUD SECTION 2 pcs, b 2 in h= 6 in T I T THE DRAG STRUT FORCE. F (L -L MAX( Vdo, WIND Oovde. SEISMIC) 0.00 k THE MAX SPACING OF 5/8" DIA ANCHOR BOLT (Tab.11 E, NDS 2001 Page 85) S 48 in F Techincal References: 1 "National Design Specification, NDS" 2001 Edition, AF&AP AWC 2001 2. Alan Williams: "Structuiral Engineering Reference Manual" Professional Publications, Inc, 2001 PAGE DESIGN BY REVIEW BY THE MAXIMUM SHEAR WALL DEFLECTION: Section 4.3, ASD MANUAL SUUP Page SW -17) 8vbh v h�/ A Berr(ng LAS /ra &Vad slip+ L%Chord spire d p IA[ w F D 75h Gl e j w 0.399 in L HOLD -DOWN FORCES T 0.00 k TR 0.00 k (HOLD -DOWN NOT REQUIRED) DRAG STRUT FORCES. F 0.00 k EDGE STUD: 2 2' x 6" DOUGLAS FIR -LARCH No. 1 CONTINUOUS FULL HEIGHT SHEAR WALL DEFLECTION: A 0.40 in ANALYSIS THE MAX SHEAR WALL DIMENSION RATIO L B 0.6 2 ,u: ;.ry; THE UNIT SHEAR FORCE v 50 pit, 1 Side Diaphragm Required, the Max. Nail Spacing 6 in THE SHEAR CAPACITIES PER IBC Table 2306.4.1 UBCTable 23 -H-I -1 Min. Min. Blocked Nail Spacing Panel Grade Common Penetration Thickness Boundary kit Edges Nail (in) (in) 6 I 4 I 3 I 2 .Sheathing and Single -Floor I 10d I 1 5/8 I 15/32 I 310 I 460 I 600 I 770 Note: The indicated shear numbers have reduced by specific gravity factor per IBC note a UBC note1 of the table. Op 2.5 (Sec. 1633.2.6) THE HOLD -DOWN FORCES. I v ya Wall Seismic Overturning Resisting Salty Net Uplift Holddown (plf) I at mid -story (Ibs) I Moments (ft-lbs) I Moments (ft-Its) I Factors (Ibs) I SIMPSON SEISMIC 0 302 1588 Left 3385 0.9 T I 0 53 Right 33858 0.9 TR I 0 �O WIND 50 9450 Left 33858 I 2/3 T 0 �p` Right 33858 I 2/3 I TR 0 Q E 1 7E +06 psi G 9.0E +04 psi d 0.15 in CHECK EDGE STUD CAPACITY F 1500 psi CD 1.6 Cp 0.30 A 16.5 in` E 1700 ksi CF 1 10 F 804 psi f 73 psi 3,. i PROJECT SW JOB NO Shear Wall Design INPUT DATA LATERAL FORCE ON DIAPHRAGM: Vaa, WIND GRAVITY LOADS ON THE ROOF WD fr 150 plf,for de load w 0 plf,for Iil load DIMENSIONS 1,,,= 11 ft,jti= 10.5 ft V L 40 ft li 0 ft PANEL GRADE (0 or 1) 1 Sheathing and Single -Floor h MINIMUM NOMINAL PANEL THICKNESS 15/32 in COMMON NAIL SIZE (0 =6d, 1 =8d, 2 =10d) 2 10d SPECIFIC GRAVITY OF FRAMING MEMBERS 0.5 EDGE STUD SECTION 2 pcs, b 2 in h 6 in DESIGN SUMMARY BLOCKED 15/32 SHEATHING WITH 10d COMMON NAILS 6 in O.0 BOUNDARY ALL EDGES 12 in O.0 FIELD 5/8 in DIA. x 10 in LONG ANCHOR BOLTS 48 in O.0 HOLD -DOWN FORCES. T 0.00 k TR 5.05 k DRAG STRUT FORCES F 1.81 k EDGE STUD 2 2' x 6' DOUGLAS FIR -LARCH No. 1 CONTINUOUS FULL HEIGHT SHEAR WALL DEFLECTION: L1 0 47 in ANALYSIS THE MAX SHEAR WALL DIMENSION RATIO L B 1.0 2 .a!IStac xv1 THE UNIT SHEAR FORCE v 91 plf, 1 Side Diaphragm Required, the Max. Nail Spacing 6 in THE SHEAR CAPACITIES PER IBC Table 2306.4.1 UBCTable 23-II-I-1 Min. Min. Blocked Nail Spacing Panel Chad Common Penetratio Thickness l3oundary All Edges Nail (in) (in) 6 I 4 I 3 I 2 Sheathing and Single -Floor I 10d I 1 5/8 15/32 I 310 I 460 I 600 I 770 Note: The indicated shear numbers have reduced by specific gravity factor per IBC note a UBC note/ of the table. THE DRAG STRUT FORCE. F (L -L MAX( vda. WIND Oovda. SEISMIC) 1.81 k THE MAX SPACING OF 5/8' DIA ANCHOR BOLT (Tab.11 E, NDS 2001 Page 85) S 48 in THE HOLD -DOWN FORCES. SEISMIC 25 WIND 5 THE MAXIMUM SHEAR WALL DEFLECTION: Section 4.3 ASD MANUAL SUUP Page SW -17) 8Vbh vbh hd A= Aee„eng Ashea A ,va' sip Acro„ r Fire sl¢ 0 75h e n EAL„, Gt L Where: v 91 plf L, 11 ft E 1 7E +06 psi A 16.50 in h 11 ft G 9.0E +04 psi t 0.298 in e„ 0.037 in d 0.15 in CHECK EDGE STUD CAPACITY F 1500 psi E 1700 ksi 5 plf,for wind Vaa, SEISMIC 25 plf,for seis c vda 1 Wall Seismic I Overturning at (plf) mid -story (Ibs) Moments (ft -Ibs) 185 11470 Co= 1.6 Cr 1 10 2100 DATE PAGE DESIGN BY REVIEW BY I T V ;T l' Lw a 143 F�6SD1 IIIPC DUNN) 4 2.5 (Sec. 1633.2.6) Resisting Safty I Net Uplift I Holddown Moments (ft -Ibs) Factors I (Ibs) SIMPSON Left I 125082 0.9 I T I 0 Right I -48918 0.9 I TR I 5045 O� Lett I 125082 2/3 I T I 0 �CY Right I -48918 2/3 I TR I 3156 Q Techincal References: 1 "National Design Specification, NDS 2001 Edition, AFBAP AWC 2001 2 Alan Williams: `Structuiral Engineering Reference Manual" Professional Publications, Inc, 2001 0 473 in Cp 0.30 A 16.5 in F 804 psi f 376 psi Ftc SW7 Shear Wall Design INPUT DATA L LATERAL FORCE ON DIAPHRAGM: Vma, WINO 0 plf,fd wind Vdia, SEISMIC 25 plf, s mic GRAVITY LOADS ON THE ROOF MX 125 or ad load W 0 plf,for load DIMENSIONS. L= 8.33 ft h 10.5 ft L 40 ft h,= 0 ft PANEL GRADE (0 or 1) 1 Sheathing and Single -Floor h MINIMUM NOMINAL PANEL THICKNESS 15/32 in COMMON NAIL SIZE (0 =6d, 1 =8d, 2 =10d) 2 10d SPECIFIC GRAVITY OF FRAMING MEMBERS 0.5 v EDGE STUD SECTION 2 pcs, b 2 in h in T T DESIGN SUMMARY L. BLOCKED 15/32 SHEATHING WITH 10d COMMON NAILS 6 in O.0 BOUNDARY ALL EDGES 112 in O C FIEL 5/8 in DIA. x 10 in LONG ANCHOR BOLTS 48 in O.0 HOLD -DOWN FORCES. T 0.00 k TR 7.34 k (U H DS�SJ��C�i� -D�NN) DRAG STRUT FORCES F 1.98 k VVV EDGE STUD: 2 2' x 6' DOUGLAS FIR -LARCH No. 1 CONTINUOUS FULL HEIGHT SHEAR WALL DEFLECTION: A 0.53 in ANALYSIS THE MAX SHEAR WALL DIMENSION RATIO L B 1.3 2 Sat factor,! THE UNIT SHEAR FORCE v 120 plf, 1 Side Diaphragm Required, the Max. Nail Spacing 6 in THE SHEAR CAPACITIES PER IBC Table 2306 4.1 UBCTable 23- II -I -1 Min. Min. I Blocked Nail Spacing Panel Grade Common Penetratio Thickness Boundary MI Edges Nail (in) (in) 6 I 4 I 3 I 2 Sheathing and Single -Floor I 10d I 1 5/8 15/32 I 310 I 460 I 600 I 770 Note: The indicated shear numbers have reduced by specific gravity factor per IBC note a UBC notel of the table. THE DRAG STRUT FORCE. F (L -L„,) MAX( v� WIND Oovaa. SEISMIC) 1.98 k THE MAX SPACING OF 5/8" DIA ANCHOR BOLT (Tab.11 E, NDS 2001 Page 85) S 48 in THE HOLD -DOWN FORCES I v d; Wall Seismic I Overturning (plf) I at mid -story (Ibs) Moments (ft-Ibs) SEISMIC 25 140 11235 WIND 0 Where: CHECK EDGE STUD CAPACITY F 1500 psi E 1700 ksi PROJECT CLIENT JOB NO v 120 plf A= 16.50 in t= 0.298 in C 1.6 C 110 0 DATE v� hp PAGE DESIGN BY REVIEW BY W C2 2.5 (Sec. 1633.2.6) Resisting Safty Net Uplift Holddown I Moments (ft-Ibs) I Factors I (Ibs) I SIMPSON Left I 102914 0.9 I T I 0 Right I 55436 0.9 I TR I 7338 coOy Left I 102914 I 2/3 I T I 0 0 0 f Right I 55436 I 2/3 I TR I 4437 'r THE MAXIMUM SHEAR WALL DEFLECTION: Section 4.3 ASD MANUAL SUUP Page SW -17) A Beriding AShe, AArad sip Acn<,,,i spi n .510 h G 0 75he„ h 0.532 in L w L„ 8 ft h 11 ft e, 0.037 in Cp= 0.30 F 804 psi A= 16.5 in 1' 415 psi tc Techincal References: 1 'National Design Specification, NDS" 2001 Edition, AF&AP AWC 2001 2. Alan Williams: "Structuiral Engineering Reference Manual" Professional Publications Inc 2001 E 1 7E +06 psi G 9.0E +04 psi d, 0 15 in r SW8 Shear Wall Design INPUT DATA LATERAL FORCE ON DIAPHRAGM: PROJECT CLIENT JOB NO Vda, WIND 0 plf,for d Vda, SETS C 50 pI or i mic GRAVITY LOADS ON THE ROOF 250 ptf,tor de d load L 0 p((,for load DIMENSIONS L 27 'Jh 10.5 ft L 50 ft h 0 ft PANEL GRADE (0 or 1) 1 Sheathing and Single -Floor MINIMUM NOMINAL PANEL THICKNESS 15/32 in COMMON NAIL SIZE (0 =6d, 1 =8d, 2 =10d) 2 10d SPECIFIC GRAVITY OF FRAMING MEMBERS 0.5 EDGE STUD SECTION 2 pcs, b 2 in h 6 in DESIGN SUMMARY BLOCKED 15132 SHEATHING WITH 10d COMMON NAILS @6inOC BOUNDARY &ALL EDGES /12inOC FIELD, 5/8 in DIA. x 10 in LONG ANCHOR BOLTS 48 in O.C. DATE HOLD -DOWN FORCES T 0.00 k Ta 0.00 k DRAG STRUT FORCES. F 1 15 k EDGE STUD 2 2' x 6" DOUGLAS FIR -LARCH No. 1 CONTINUOUS FULL HEIGHT SHEAR WALL DEFLECTION: A= 0.39 in THE DRAG STRUT FORCE. F (L -L MAX( Va.. WIND, Dovda. SEISMIC) 1 15 k THE MAX SPACING OF 5/8' DIA ANCHOR BOLT (Tab.11E, NDS 2001 Page 85) S 48 in hp T F r PAGE DESIGN BY REVIEW BY L THE MAXIMUM SHEAR WALL DEFLECTION: Section 4.3, ASD MANUAL SUUP Page SW -17) v A Aae,d g As A,vad ,r0 AClm.d ,d a re p Kvnh ►'bh 0 75he hd 0.387 in FAL Gt L. Where: v 93 plf L. 27 ft E 1 7E +06 psi A 16.50 in` h 11 ft G 9.0E +04 psi t= 0.298 in e 0.037 in d 015 in Techincal References: 'National Design Specification, 'IDS" 2001 Edition, AF&AP AWC, 2001 2. Alan Williams: 'Structuiral Engineering Reference Manual" Professional Publications, Inc, 2001 Lw V (HOLD -DOWN NOT REQUIRED ANALYSIS THE MAX SHEAR WALL DIMENSION RATIO L B 0.4 2 'Cat: €e ryl THE UNIT SHEAR FORCE v 93 plf, 1 Side Diaphragm Required, the Max. Nail Spacing 6 in THE SHEAR CAPACITIES PER IBC Table 2306.4.1 UBCTable 23-II-I-1 Min. Min. Blocked Nail Spacing Panel Grade Common Penetratior Thickness Boundary All Edges Nail (in) (in) 6 I 4 I 3 I 2 Sheathing and Single -Floor I 10d 11 5/8 I 15/32 I 310 I 460 I 600 I 770 I Note: The indicated shear numbers have reduced by specific gravity factor per IBC note a UBC notel of the table. 0 1 (Sec. 1633.2.6) THE HOLD -DOWN FORCES. v Wall Seismic Overtuming Resisting Safty Net Uplift Holddown (pit) at mid -story (Ibs) Moments (ft-Ibs) Moments (ft-Ibs) I Factors I (Ibs) I SIMPSON SEISMIC 50 454 28631 Left 343118 0.9 T, 0 Right 55618 I 0.9 Ta 1 0 C9 0 Left 343118 I 2/3 I T I 0 p`I WIND 0 0 Right 55618 1 2/3 1 T I 0 2 CHECK EDGE STUD CAPACITY F 1500 psi C 1.6 Cp 0.30 A 16.5 in E 1700 ksi CF 1 10 F 804 psi f 417 psi ;f.s< y1 V 1" h PROJECT CLIENT SW9 JOB NO Shear Wall Design INPUT DATA LATERAL FORCE ON DIAPHRAGM: v6a, wnND 0 plf,for wind villa, SEISMI 25 plf,for seismic GRAVITY LOADS ON THE ROOF WD 250 plf,for cad load 0 plf,for ve load DIMENSIONS. L"= 13 ft J= 10.5 ft L 50 ft h 0 ft Nn PANEL GRADE (0 or 1) 1 Sheathing and Single -Floor MINIMUM NOMINAL PANEL THICKNESS 15/32 in COMMON NAIL SIZE (0 =6d, 1 =8d, 2 =10d) 2 10d SPECIFIC GRAVITY OF FRAMING MEMBERS 0.5 EDGE STUD SECTION 2 pcs, b 2 in h 6 in DESIGN SUMMARY BLOCKED 15/32 SHEATHING WITH 10d COMMON NAILS 6 in O.0 BOUNDARY ALL EDGES 112 in O C FIELD 5/8 in DIA. x 10 in LONG ANCHOR BOLTS 48 in O.0 HOLD -DOWN FORCES. T 0.00 k T 10.99 k DRAG STRUT FORCES. F 2.31 k EDGE STUD: 2 2' x 6' DOUGLAS FIR -LARCH No. 1 CONTINUOUS FULL HEIGHT SHEAR WALL DEFLECTION: A 0 45 in THE DRAG STRUT FORCE. F (L -L MAX( vd,, wires Qov�a, SEISMIC) 2.31 k THE MAX SPACING OF 5/8" DIA ANCHOR BOLT (Tab.11E, NDS 2001 Page 85) S 48 in THE HOLD -DOWN FORCES. DATE w hp F PAGE DESIGN BY REVIEW BY L Lw ANALYSIS THE MAX SHEAR WALL DIMENSION RATIO L B 0.8 2 S atis lc ryl THE UNIT SHEAR FORCE v 96 plf, 1 Side Diaphragm Required, the Max. Nail Spacing 6 in THE SHEAR CAPACITIES PER IBC Table 2306.4.1 UBCTable 23 -IN-1 Min. Min. Blocked Nail Spacing Panel Grade Common Penetration Thickness Boundary MI Edges Nail (in) (in) 6 I 4 I 3 I 2 Sheathing and Single -Floor l 10d I 1 5/8 I 15/32 I 310 I 460 I 600 I 770 Note: The indicated shear numbers have reduced by specific gravity factor per IBC note a UBC notel of the table. THE MAXIMUM SHEAR WALL DEFLECTION: Section 4.3, ASD MANUAL SUUP Page SW -17) 3 A ABe ring AS)leu .Nag di OChord spice sip 8vnh3 vah 0 75he„ hd 0.453 in E4 Gt Lw Where: v 96 Of L,�, 13 ft E 1 7E +06 psi A 16.50 in h 11 ft G 9.0E +04 psi t 0.298 in e„ 0.037 in d, 0.15 in Techincal References: 1 'National Design Specification, NDS" 2001 Edition, AF &AP AWC 2001 2. Alan Williams: "Structuiral Engineering Reference Manual" Professional Publications, Inc, 2001 r T r h Ro 2.5 (Sec, 1633.2.6) I v dl Wall Seismic Overturning Resisting Safty Net Uplift Holddown (plf) I at mid -story (Ibs) I Moments (ft -Ibs) I I Moments (ft -lbs) I Factors I Ps) I SIMPSON SEISMIC 25 218 14272 Left I 319598 0.9 T, I 0 Right l 142902 N 0.9 TR I 10991 Cr t 319598 2/3 T 0 Q� co WIND 0 0 Right I 142902 I 2/3 TR I 7328 CHECK EDGE STUD CAPACITY F 1500 psi Co= 1.6 C, 0.30 A= 16.5 in E 1700 ksi CF 1 10 F 804 psi f 778 psi 'Ii 9C.>C I SW10 Shear Wall Design PROJECT CLIENT JOB NO INPUT DATA LATERAL FORCE ON DIAPHRAGM: Vdia. wimp 0 plf,for wind Vdia, SEISMIC 25 plf,for seismic GRAVITY LOADS ON THE ROOF wpm 250 plf,for dead load 0 plf,for live load DIMENSIONS L„, 28 ftVh 10.5 ft L= 50 ft h,= 0 ft PANEL GRADE (0 or 1) 1 Sheathing and Single-Fl oo� MINIMUM NOMINAL PANEL THICKNESS 15/32 in COMMON NAIL SIZE (0=6d, 1 =8d, 2 =10d) 2 10d SPECIFIC GRAVITY OF FRAMING MEMBERS 0.5 EDGE STUD SECTION 2 pcs, b 2 in h 6 in DESIGN SUMMARY BLOCKED 15/32 SHEATHING WITH 10d COMMON NAILS 6 in O.0 BOUNDARY ALL EDGES 12 in O.C. FIELD, 5/8 in DIA. x 10 in LONG ANCHOR BOLTS 48 in O.0 HOLD -DOWN FORCES T 0.00 k TN 0.00 k DRAG STRUT FORCES. F 1.38 k EDGE STUD 2 2' x 6" DOUGLAS FIR -LARCH No. 1 CONTINUOUS FULL HEIGHT SHEAR WALL DEFLECTION: A 0.37 in THE DRAG STRUT FORCE. F (L -L MAX( vaa WINO. f SEISMIC) 1.38 k THE MAX SPACING OF 5 /8" DIA ANCHOR BOLT (Tab 11E, NDS 2001 Page 85) S 48 in THE HOLD -DOWN FORCES y I Wall Seismic (plf) I at mid -story (Ibs) SEISMIC 25 470 WIND 0 Where: v 45 plf A 16.50 in t= 0.298 in Overturning Moments (ft -lbs) 15595 0 Left Right Left Right L 28 ft h 11 ft e„ 0.037 in DATE Resisting Moments (ft-lbs) 345428 70428 345428 70428 Techincal References: 1 "National Design Specification, NDS" 2001 Edition, AF &AP AWC 2001 2. Alan Williams: `Structuiral Engineering Reference Manual" Professional Publications, Inc, 2001 PAGE DESIGN BY REVIEW BY L 1 i i THE MAXIMUM SHEAR WALL DEFLECTION: Section 4.3, ASD MANUAL SUUP Page SW -17) a A Am„dn As/ a A,vad sip Acr,,d sdre d EAh Gt O 75h hd 0.366 in Lw Lw Lw (HOLD -DOWN NOT REQUIRE Noft SW ANALYSIS THE MAX SHEAR WALL DIMENSION RATIO L B 0.4 2 ,a' :Ltory) THE UNIT SHEAR FORCE v 45 plf, 1 Side Diaphragm Required, the Max. Nail Spacing 6 in THE SHEAR CAPACITIES PER IBC Table 2306 4.1 UBCTable 23- II -I -1 Min. Min. Blocked Nail Spacing Panel Grade Common Penenatior Thickness Boundary All Edges Nail (in) (in) 6 I 4 I 3 I 2 Sheathing and Single -Floor I 10d I 1 5/8 I 15/32 I 310 I 460 I 600 I 770 Note: The indicated shear numbers have reduced by specific gravity factor per IBC note a UBC notel of the table. O 2.5 (Sec. 1633.2.6) Safty Uplift lift Holddown P Factors (lbs) SIMPSON 0.9 I T I 0 0.9 I TR I 0 �0 2/3 I T I 0 .c) 2/3 I T I 0 Q E 1 7E +06 psi G 9.0E +04 psi d 0.15 in CHECK EDGE STUD CAPACITY F 1500 psi Co= 1.6 C, 0.30 A 16.5 in E 1700 ksi CF 1 10 F 804 psi f, 391 psi ic,c f Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing Title Block" selection. Title Block Line L Wood Beam Design ,Lrc� f V140600563 t Description Material Properties Analysis Method Allowable Stress Design Load Combination 2006 IBC ASCE 7 -05 Wood Species Wood Grade Beam Bracing Load Combination Segment Length w OMEGA CALC 2 Fb Tension Fb Compr Fc Prll Fc Perp Fv Ft Beam is Fully Braced against lateral- torsion buckling iLevel Truss Joist Paraliam PSL 2 OE Applied Loads Load for Span Number 1 Uniform Load D 01350.Mt, Tributary Width 1.0 ft Point Load D 9.160 k 6:0 ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb Actual FB Allowable Load Combination Location of maximum on span Span where maximum occurs Maximum Deflection Max Downward L +Lr +S Deflection 0.000 in Max Upward L +Lr +S Deflection 0. 000 in Live Load Deflection Ratio 0 <240 Max Downward Total Deflection 0 507 in Max Upward Total Deflection 0 000 in Total Deflection Ratio 354 Maximum Forces Stresses for Load Combinations Max Stress Ratios Span M V D(9 16) 0.884 1 5.25x14.0 2,562.40psi 2,900 Oopsi -t•p 6.000ft Span #1 C 1 rlty ztr D(0.135) L Title Dsgnr Project Desc. Project Notes 5.25x14.0, Span 15.0 ft Maximum Shear Stress Ratio Section used for this span N Actual Fv Allowable Load Combination Location of maximum on span Span where maximum occurs Summary of Moment Values Mactual fb- design Fb -allow D-1! I artgih 15. it 1 ;a4 '1447 Overall Maximum Deflections Unfactored Loads Load Combination Span Max. Defl Location in Span Load Combination Cgly i y.5 Maximum Deflections for Load Combinations Unfactored Loads Load Combination Span Max. Downward Deft Location in Span Punted 18 'E6 2009 0 File: C:1Documents and SettingstDebra DutfylMy Documenls1ENERCALC Data Files1deaver.ec6 ENERCALC, INC. 1983-2008, Ver. 6.0.21, N:20084 2,900 0psi 2,900 Opsi 2,900 Opsi 750 0psi 290..0 psi 2,025 0psi Calculations per IBC '006 CBC d007 2005 NDS VIP Service loads entered. Load Factors will be applied for calculations Max_ Upward Deti rrjrt Job E Modulus of Elasticity Ebend- xx 2 000 Oksi Eminbend xx 2 000 Oksi Density J6 32.2100 IV -s Max. Deft Location in Span olo aran 0.447 1 5.25x14.0 129 73 psi 290.00 psi 0.000ft Span 1 Summary of Shear Values Vactual fv- design Fv -allow Location in Span 2?;a za0110 i 2"fs1 no /ce v '60100 e1 )02 1 RCALC nt: trare cl-c. m ete Pectangu!ar Tee Bea ues;gn t2' .NE Ers7.1 S Description TYPICAL CONC GRADE BEAM General Information Span 18 00 ft Depth 18 000 in Width 12.000 in Beam Weight Added Internally Reinforcing Rebar Center of Beam. Count Size #1 4 6 #2 4 6 Uniform Loads Dead Load #1 0.100 k Concentrated Loads #1 Summary Bending Shear Bending. Center Left End Right End Shear Left End Right End Deflection Deflections. DL [Bm Wt] DL LL [Bm Wt] DL LL ST [Bm Wt] Reactions. DL [Bm Wt]] DL LL [Bm Wt] DL LL ST [Bm Wt] cf from Top 2.00in 1500 in Dead Load k Maximum Shear Vu Allowable Shear Vn*phi Shear Stirrups. Stirrup Area ig Section 0 440 in2 Region 0 000 Max. Spacing 7.500 Max Vu 19 867 Force Summary Mn*Phi 107 54k-ft 107.54 k-ft 107.54 k-ft Vn*Phi 61 64k 61 64k Rebar Left End of Beam. Count Size d' from Top #1 #2 Span 18.00ft, Wicith= 12.00in Depth 18 00in Maximum Moment Mu 113 41 k-ft Allowable Moment Mn*phi 107 54 k-ft 19 87 k 61 64 k 3 000 7 500 18.978 Uowarci 0.0000 in at 0 0000 in at 0.0000 in at Left 2.857 k 3.307 k 14 641 k Live Load 4 6 4 6 Live Load Short Term 0.050 k k 6.000 7.500 17 423 Mu, Eq. 9-1 21 44 k-ft 0.00 k-ft 0.00 k-ft Vu, Eq. 9-1 4.12 k 4.08 k fc 3,000 psi Fy 60,000 psi Concrete Wt. 145.0 pcf Seismic Zone 4 End Fixity Pinned-Pinned Live Load acts with Short Term 0.0000 ft 0 0000 ft 0.0000 ft Title Dsgnr• Description Scope 2.00 in #1 4 6 15.00 in #2 4 6 Short Term 17 000 k Maximum Deflection Max Reaction Left Max Reaction Right 9.000 7.500 9.452 Riaht 2.857 k 3 307 k 8.974 k Rebar Right End of Beam. Count Size 'd from Top 12.000 7.500 9.452 Mu, Eq. 9-2 113.41 k-ft 0.00 k-ft 000 k-ft Vu, Eq. 9-2 19.87 k 11.90 k Downward -0 0412 in at -0.0477 in at -0.5380 in at Job Date: 11.34AM 18 FEB 09 Start End 0.000 ft 18.000 ft 15.000 7 500 11 008 Location 6.000 ft -0.5380 in 14.64 k 8.97 k Page 1 fim k Li! thor 2.00 in 9.0000 ft 9 0000 ft 8.3520 ft 15.00 in 18.000 ft 7 500 in 11 897 k Mu, Eq. 9-3 105.15 k-ft 000 k-ft 0 00 k-ft Vu, Eq. 9-3 18.09 k 10.13 k si• /e0 1 ei KW ".'3 H 6 ^.1 r Des (e)198'' 02ENERC -.t., seer :o; {34tCr€ PL s I?C}'�t�?i e Tee Sewn ti Description TYPICAL CONC GRADE BEAM Section Analysis Title Dsgnr Description Scope Job Date: 11 34AM, 18 FEB 09 Evaluate Moment Capacity Center Left End Right End X Neutral Axis 2.705 in 2.705 in 2.705 in a beta Xneutral 2.299 in 2.299 in 2.299 in Compression in Concrete 70.357 k 70.357 k 70.357 k Sum [Steel comp. forces] 35.419 k 35.419 k 35.419 k Tension in Reinforcing 105.600 k 105 600 k 105.600 k Find Max As for Ductile Failure. X- Balanced 8.878 in 8 878 in 8 8776 in Xmax Xbal 0 75 6.658 in 6.658 in 6.658 in a -max beta Xbal 7.546 in 7.546 in 7.546 in Compression in Concrete 173.179 k 173.179 k 173.179 k Sum [Steel Comp Forces] 101 112 k 101 112 k 101 112 k Total Compressive Force 274.291 k 274.291 k 274.291 k AS Max Tot Force Fy 4.572 in2 4.572 in2 4.572 in2 Actual Tension As 1 760 OK 0.000 OK 0 000 OK Additional Deflection Calcs Neutral Axis 4.610 in Mcr 22.18 k-ft !gross 5,832.00 in4 Ms:Max DL LL 80 68 k -ft (cracked 2,268.10 in4 R1 (Ms:DL +LL) /Mcr 0.275 Elastic Modulus 3,122.0 ksi Ms:Max DL +LL +ST 81.23 k -ft Fr 7.5 fc ".5 410 792 psi R2 (Ms :DL +LL +ST) /Mcr 0.273 Z:Cracking 201 481 ksi I.eff Ms(DL +LL) 2,342.176 in4 Z:cracking 175 No Good! I:eff. Ms(DL +LL +ST) 2,340.681 in4 Eff Flange Width 12.00 in ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 9-2 DL 1 400 ACt 9-2 Group Factor 0.750 UBC 1921.2.7 '1 4' Factor ACI 9-1 9-2 LL 1 700 ACI 9-3 Dead Load Factor 0.900 UBC 1921.2.7 '0.9" Factor ACI 9-1 9-2 ST 1 700 ACI 9-3 Short Term Factor 1.300 .seismic ST 1 100 Page 2 I' a 1 400 0.900 RID 7111 PLAN %t,9 (E) RETAINING WALL TO REMAIN. +39' AFF TYP ALL OTHERS SCALE 118' 1' 0" P 20K P 25K LEAD IF REQ'D BY CONTRACTOR PILE LOADING 1 1 APPROXIMATE PANEL LENGTH DESIGNATION FOUNDATION OR FLOOR IS TO VERIFY THE ACTUAL SHEAR PANEL LENGTH WITH THE WALL LENGTH SHOWN ON THE ARCHITECTURAL DRAWINGS. HOLDOWNS REO'D ONLY WHERE SHOWN ON THE DESIGNATION FOUNDATION PLAN. NOT NECESSARILY AT ALL SHEAR ROOF PANEL LOCATIONS. INSTALLED LENGTH SHALL BE WITHIN 10% OF OVERALL SHEAR PANEL LENGTH. SHEET NOTES 1. SHEATH ENTIRE EXTERIOR OF WOOD FRAME CONSTRUCTION WITH SHEATHING THAT MATCHES THICKNESS SHOWN ON SCHEDULE. THIS SHEATHING IS IN ADDITION TO THAT SHOWN ON THE SCHEDULE. 10d 8' ALL LOCATIONS, DO NOT BLOCK EDGES. 2, FOR NEW CONSTRUCTION, DIMENSIONS ARE TO FACE OF CONCRETE (FOC), FACE OF BLOCK (FOB). AND FACE OF PLYWOOD. THE FACE OF PLY WOOD SHALL EQUAL THE FACE OF BLOCK OR CONCRETE. 3. SEE ARCHITECTURAL DRAWINGS FOR SLAB SLOPES. DEPRESSIONS. CURBS, FLOOR DRAINS. 4 0' -0" TOP OF CONCRETE SLAB ELEVATION, TOP OF PAD ELEVATION -E -8' 5. REINFORCE ALL CONT FOOTINGS WITH 2-0.5 TOP 245 BOTT 84 VERT 32" UNO 8. ALL SLEEVES THROUGH FOUNDATION WALLS AND UNDER FOOTINGS SHALL BE INSTALLED PRIOR TO PLACEMENT OF CONCRETE 7 NO SLEEVING OF ANY FOOTING OR GRADE BEAM IS ALLOWED UNLESS SPECIFICALLY DETAILED HEREIN OR UNLESS APPROVED BY THE STRUCTURAL ENGINEER. 8 THE STRUCTURAL ENGINEER HAS NO CONTROL OR RESPONSIBILITY DESIGN OR USE OF TEMPORARY SHORING, FORMING, UNDERPINNING OR SCAFFOLDING REQUIRED TO ERECT THIS PROJECT 9. BACKFILLING OF RETAINING WALL CONSTRUCTION AND CONSTRUCTION BELOW GRADE MAY BE DONE ONLY AFTER, SUCH CONSTRUCTION HAS BEEN IN PLACE 14 DAYS. 10. STUD WALLS SHALL FRAMED CONTINUOUSLY FULL HEIGHT FROM CONCRETE TO UNDERSIDE OF ROOF OR FLOOR FRAMING. PLATFORM FRAMING IS NOT ALLOWED, PARTICULARLY FOR GABLE END OR TRUSS END WALLS. 11 INTERIOR WALLS SHALL BE FASTENED TO CONCRETE WITH 145 DIA. SHOT PINS WITH A MINIMUM OF 1 1/7 EMBEDMENT THIS IS FOR NON STRUCTURAL PARTITIONS, AND DOES NOT APPLY TO SHEAR PANELS OR OTHER STRUCTURAL WALLS. 12. THE BOTTOM OF FOOTINGS ARE SHOWN ON THE FOUNDATION PLAN. VERIFY ELEVATIONS WITH THE SOILS REPORT OR ENGINEER, AND COMPACTION, PRIOR TO PLACING FOOTINGS. FOOTINGS SHALL BEAR ON THE DEEPER OF' THE DEPTH SHOWN ON PLAN, THE DEPTH REQUIRED BY A SOILS REPORT OR ENGINEER. OR 17 INTO UNDISTURBED NATIV MATERIAL. COMPACTION SHALL FOLLOW ASTM D1557 19 UNO, DIMENSIONS ARE TO THE FACE OF PLYWOOD. UNO, THE FACE OF PLYWOOD OR SHEATHING IS EQUAL TO THE FACE OF CONCRETE. 14. UNLESS NOTED IN THE PLANS OR DETAILS. ALL FOOTINGS SHALL BE REINFORCED WITH 2.45 TOP AND 2-45 BOTTOM. INSTALL ABS VERTICAL WITH A STANDARD HOOK AT 37 SEE FOUNDATION PLAN 8 DETAILS. 15. WHERE NAILING AND SILL CONNECTION FOR SHEAR PANELS IS NOT SHOWN OR NOTED. PROVIDE NAILING AND SILL CONNECTION AS INDICATED BY PANEL MARK 1 IN THE SHEAR PANEL SCHEDULE. 18. DO NOT PENETRATE THE SKIN OF THE WALL SHEATHING WITH THE NAIL HEAD. 17. ACE PRIOR TO CALLING FOR INSPECTION, AND RETIGHTENED PRIOR COVERING OR CLOSING IN. 18. SHEATHING MAY BE PLACED ON EITHER SIDE OF WALL ST. 19. WALL STUDS RECEIVING HOLDOWN ANCHORS EDGE NAILING SH •F 41 20. INSTALL HOLDOWNS IN ACCORDANCE WITH 2009 -2010 SIMPSON HOLDO LOG SUBMIT FIRE SPRINKLER SHO DRAWINGS FOR APPROVAL V V c, W W M W cc LU rn U U cn W H Z cn 0 Cr W I— 0 cC LLj N d REVISIONS /SUBMITTAL MARK ITEM I DATE I PERMIT I 10-12 -2008 ;WE Z 0 115 z0. 0 5101 nbse associates STRUCTURAL ENGINEERS at' ec, i lt4 227 Bellevue Way NE PMB 194 Bellevue, WA 98004 (425) 418-8502 629 State Street #230 Santa Barbara, CA 93101 (805) 452 -8152 321 High School Rd. NE #216 Bainbridge Island, WA 98110 (206) 780 -5333 i S2&/ aE (b p,90 m 6 -4 0 I 3 4 r Mom etit, JOB TITLE. SUBJECT JOB NO /,47/ i4'� 2010i, 50 f' 1'O SHEET NO DESIGNER DATE. 4S I p0 r�tJ t BFei 8 w)(20?«if 2 2 Or-r°_, ,II a 4X6 p �ST HHDQ11 EA. END EA. BEAM BOLT THRU /OR CO »•I •w .50 4)(6 MS 6o T to fi 7 P n om M x hY ®1 S c---, ,1... 1 8 I rn a co I *LSIMP EG5 OR FAB SIMILAR x HHDQ11 EA. +s END EA. 11. BEAM BOLT THRU WALL 8/OR COL. SI P TT22 5/8 .•IA. BOLT TO I ALL STUD IL TO BLOCK OR IS TYP 4 LOC. N 11 7/8' JOISTS t 113' -0' HHDQ11 EA END EA. BEAM BOLT THR WALL 8,/OR COL. TYPE NGERS Or2 SI 01 R, TYP S\M 4 21 S\ v v v 6 5 1/4 X 1PSL FLUSH SIMP EG5 OR FAB SIMILAR HHDQ11 EA. END EA. BEAM BOLT THRU WALL /OR COL. P TT22 51 f 5/8" CIA. BOLT TO t ALL STUD N IL TO BLOCK OR JbIS TYP 4 LOC c t5 1/4 X 11 lid PSL CROP X O qi& +L 1 AM SEP NGS ti 5. 3 112" I I MECHANICAL UNIT (E) ANGLE TO BE REMOVED 5 1(4 X 14 PSL OR SEE PLAN FOR SIZE (N) 10d 4' CONT 11 718 BCI 60 JOISTS OR SIMILAR 2X6 @16' Skr EXPIRES 2-6-2009 12 10-2008 ROOF SEE ARCH. nbse, associates I a 321 1111068C14001. ROAD S UITE D-3 PRO 218 B AINBRIDGE NIL, WA 98110 206 7 8 0 6822 F 780 6683 F 208 693 3667 C:206 300 2346 bart nbse.com 1/2 SHEATHING —LI )FING FLASH ;PROOF TO ;OLT WALL 1/2 SHEATHING 6@ 16' TE CONN HEDULE 3-16d BOTTOM BEAM, SEE PLAN 2X6 @16' 5' -0' MIN MECHANICAL UNITS 3 -16d TOP 1 ROOF EDGE NAILING I LSL CONT BLOCKING 1/2' DIA. BOLT 48' LSL CONT RIM 11 7/8 BCI 60 JOISTS OR SIMILAR 6' -9' MIN HHDQ11 IT 1 CONSULT x 0 ce w In LSL CONT RIM SIMP'IT' HANGERS (SHOWN DASHED) AT FLUSH CONDTION LINt 01 rHKAI't I 2X6@16' SILL PLATE CONN. SEE SCHEDULE ROOF EDGE NAILING 7..- LSL CONT 7' DIA. BLOCKING HOLE 2 -2X CONT TOP MAX. PLATES LAP SPLICE 48' 3 -16d EA. SIDE EA. SPLICE OR MST 60 5 1/4 X 14 PSL OR SEE PLAN FOR SIZE 2X6@16' 3 -16d TOP _A ROOF SEE ARCH T 3 -16d BOTTOM A35 EA. BLOCK TO PLATE 1/2 SHEATHING LEVEL 2 nbse -J Z cc T S /p ii� I EXPIRES 2-6 2009 12 16 -2008 associates ;0 I 1 1 6 1 e F•206 780 6683 F•208 693 3667 C:206 300 2346 81 321 HIGHSCHOOL ROAD SUITE 0•3 PMB 218 BAINBRIDGE ISL. WA 98110 206 780 6822 bart nbse.com