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17-102937A EltlSport November 20, 2017 To: Building Inspector City of Federal Way Subject: Push Pier Observation — Churchill Storage Room Location: 3136 SW 302" d Place Federal Way, WA NOV 2 2 2017 CITY OF FEDERAL WAY COMMUNITY DEVELOrMF�- Reference: 1. "Structural Information for the Churchill Deck Underpinning" by Ellisport Engineering, Inc. dated June 15, 2017. 2. Structural Underpinning Drawings by Ellisport Engineering, Inc. dated June 19, 2017. 3. GeoResources, LLC Daily Field Reports dated 10/23-10/25/17. Attachments: As -designed underpinning plan and As -built underpinning plan. On November 6, 2017, Stephen T. Kicinski, PE, from our office visited the above site to observe the underpinning push piers' installations. During construction, we were involved in discussions with the homeowners, contractor, and geotechnical engineer, as more information was learned about the upper decks and storage room foundation system. We revised the design to underpin the storage room foundation walls on the north, south and west sides only, as the eastern edge of the deck bears on the house foundation. The house foundation has performed well, with no settlement issues or cracks, except some minor cracks induced by the settling deck attachment to the house. Attached are two sketches. The first shows the proposed underpinning design. The second sketch shows the as -built underpin configuration. It is our opinion that the push piers have been installed adequately and meet the intent of our design. Questions about this information should be addressed to the undersigned. Stephen T. Kicins i, PE am. r�x E ,11 7i_Alephtme (00)-103-5?11 FAX (200)-s03-25 8 IllFlll �PIC'l 1L��0I'1C11��111C'C'1'lll°,i Uill \114 44.(1�i>hill'IC91f;1I1(.'C'I'I II��.C(1111 Y 57J2. ZU [3 1 Hisport V" 01 .u'ol slsl:,w S„ ,'fLSklOfl, �'.�'ISl3'I! - HOUSE DOWNSPOUT --------------------- -----� I i .r JTTERABOVE _ klt t t t tt . SECTION i � r r � � t i r r ------•--- -• .I k r l i • - MIN 2" 0 PIN PIE DRIVEN TO REFUS GEOTECH OBSER\ -- COL FROM ABOVE DECK ABOVE GUTTER ABOVE - FOOTING COL FROM ABOVE 4X6 POST 4 Elfisport -10501 81s; Ake, %A! Eugije 8 - edog, Inc.- Y, jj()jj, Nos: ru�",�, rsia o? -:4 Gwr JTTER ABOVE SECTION ■ - MIN 2" 0 PIN ME DRIVEN TO REFUS GEOTECH OBSER% HOUSE DOWNSPOUT COL FROM ABOVE ---------------- 7 DECK ABOVE GUTTER ABOVE ----FOOTING COL FROM ABOVE 1 Ili 4X6 POST August 3, 2017 Project No. 5-917-17902-0 Ms. Leila Willoughby -Oakes City of Federal Way Community Development Department 33325 8th Avenue South Federal Way, Washington 98003 Subject: Geotechnical Review of Documents Churchill Residence 3136 SW 302nd Place Federal Way, Washington Dear Ms. Willoughby -Oakes: amec 4v foster wheeler This letter presents the results of our third -party review of geotechnical engineering reports and related documents for the proposed improvements to the single family residence. At your request, we reviewed the following documents: ■ Geotechnical Engineering Report dated November 9, 2016, prepared by GeoResources, LLC (GeoResources); o Three draft plans sheets for pin piles, not stamped or signed, dated April 1, 2017, by Ellisport Engineering, Inc.; and • Deck Stability Assessment, dated April 23, 2004, by Associated Earth Sciences, Inc. As outlined within the Third -Party Geotechnical Report Review letter dated October 26, 2016, from the City of Federal Way Planning Division our review tasks were: 1. Review submitted documents for conformance to Federal Way Revised Code Article IV Geologically Hazardous Areas Development. 2. Visit the site to observe conditions. 3. Provide written response as to whether or not we concur with GeoResources' findings and conclusions. 4. Review resubmitted documents as necessary. Amec Foster Wheeler Environment & Infrastructure, Inc. 4020 Lake Washington Blvd, Ste 200 Kirkland, Washington 98033 (425) 368-1000 Phone www.amecfw.com \\Sea-fs1\WordProc\_Pr0jecls\17000s\17902 City of Federal Way\Review Letters\2017_OM3_Chruchill Res review letter_Sx.docc Ms. Leila Willoughby -Oakes City of Federal Way August 3, 2017 Page 3 of 4 17 amec foster wheeler 4. Provide a geologic cross-section of the house and bluff. Sheet 3 of the plans might provide a sufficient base. Include the structure, the gabions, the bulkhead, the soil borings, interpreted soil layers, interpreted groundwater, and interpreted zone of deforming soil. 5. Assess the condition of the gabions and bulkhead based on visual reconnaissance. 6. Comment on whether the landslide and groundwater seepage (observed during our site visit on July 31, 2017) on the adjacent property to the north is related to the deformation of the structure. 7. Analyze the global stability of the slope in the current conditions and after construction of the piles/piers. Also analyze the seismic stability after construction. 8. Provide seismic design parameters to the structural engineer based on the current codes or state the probability of exceedance of earthquake motion used for design. 9. Comment on whether the piles/piers will increase the loads on the gabions or the bulkhead and if they will be stable. Plan Sheet Review 1. The plan sheets should be stamped and signed by a professional engineer. 2. Include surface water drainage control features (roof drain tightlines, etc.) to reduce the risk of erosion, settlement, and slope failure. 3. Include structural notes stating the design assumptions, including the design earthquake loads. 4. The geotechnical engineer should review the latest plan sheets to confirm the geotechnical recommendations contained within their report have been properly interpreted and implemented. Other Comments 1. We recommend GeoResources be on site during construction to monitor installation of the piles/piers, temporary erosion and sediment control, confirm construction activities do not adversely affect slope stability, and to check permanent erosion control and surface drainage controls at the end of construction. Leila Willoughby -Oakes From: Peter Lawrence Sent: Wednesday, November 29, 2017 7:09 AM To: 'Jim Churchill' Cc: Leila Willoughby -Oakes; Build ingInspectors Subject: RE: Churchill Project 17-102937 Morning Jim, I have approved the engineering evaluation and geotechnical engineer's approval, and inspections of the push piers brackets as submitted on 11/22/17.Our next scheduled inspection will be the slab rebar installation as designed by the engineer of record as shown on the original submitted plans dated 6/20/17. Please insure that we have a good solid capillary break and black plastic down under the rebar. The vapor barrier is required because this is a heated space per our conversation. The capillary break can be sand or crushed gravel with the black 6 mil visqueen over the entire surface. The Engineer of record was not concerned about structural fill under the slab per my conversation with him yesterday. The rebar is not being tied into the foundation system as the slab was designed to be separate from the foundation. I have included my email conversation with the FOR ( engineer of record) yesterday for your records. When it comes time to inspect the rebar for the slab we can have a conversation as to whether the storage room wall needs to be repaired and what is involved in that process. We will bring out the site copy reports of the geotech and FOR approvals of the push piers when we perform the slab inspection. If you have any questions please feel free to contact me. Stephen, Thanks for these drawinas. I have these. i do have some questions regardina this project and please excuse m unfamiliarity_regarding this project as I was not the original reviewer of this iproi4ect and I am now trVjnq to come u to speed with all the in ormotion in front of me. 1. The original soils report indicated the reason that the foundation settlement occurred was because o decayAottinq wood and concrete rubble beneath the slob and the foundation. is it required by the FOR engineer of record to remove not only the existing slab but to excavate the decaying wood and concrete rubble to a oint of the ground either being undisturbed or to replace this excavated soils with structural ill? 1 structural fill is required to replace the concrete rubble and decaying wood then could youplease provide details of this? Most of the rubble has alreadV been removed to facilitate the installation of the pushpiers. The rotted wood was installed adjacent to and sometimes under the perimeter concrete stemwall. Again, this wood has been removed in the areas where the push piers are installed and there is either an "-shaped" push pier bracket hooked under the stemwall or push pier bracket face -mounted to the stemwall. 2. Does the # 5 rebar located in the slab tie into the repaired foundation system? if this rebar is tied into the foundation then I need to have a detail that shows this. I opted to have a cold joint between slab and -foundation walls• if connected at the stemwalls the concrete would like!y develop shrinkage cracks in the slab otherwise. The slab is designed as a structural slab to span between the supporting ush piers. There will be a "finishing of the underslabgrade" with compacted soil to place the structural slab upon, but due to the history of the site i didn't trust the structural fill to perform adequately or support of a slab -on -grade. 3. Was there any required repairs to any of the structural members or nonstructural members of this prqject due to the settling of thefoundation? No repairs were needed for the structural or non-structural members. After installation of the ush iers the western stemwall was raised to "take out" most of the settlement. Throe h iacking alone some -gaps were closed and posts restored to relativelumb positions. Regards, Peter Lawrence Plans Examiner Hello Peter, If there is any additional information you need from us, please let us know. We dropped off copies of reports from both Steve K at Ellisport Engineering and Dana B from GeoResources last Wednesday. Thanks Jim Churchill Effisport E��ieefing, Inc. Owners: Calculated Bv: STRUCTURAL INFORMATION l THE CHURCHILL DECK UNDERPINNING June 15, 2017 Jim & Sylvia Churchill 3136 SW 302°d Pl Federal Way, WA 98023 Stephen T. Kicinski, PE Ellisport Engineering, Inc. 20501 81st Ave. S.W. Vashon, WA 98070 Telephone (206) 463-5311 FAX (206) 463-2578 email@ellisportengineering.com www.ellisportengineering.com RECEIVE® JUN 20 2017 CITY OF FEDERAL WAY COMMUNITY DEVELOPMENT lS C C 0 it e s I g Architecture September 16, 2004 Jane Gamble, City of Federal Way 33530 1" Way South P.O. Box 9718 Federal Way, WA. 98063-9718 RE: File 403-102533-00-AD; Unauthorized Construction in Shoreline/Steep Slope Area Boniface — UBCJShoreline Issue; 3136 SW 302`' Place, Federal Way Dear Nfs. Gamble, Thank you for your letter dated July 21, 2004 and for taking the time to meet with Mr. Boniface and myself. I believe it was a helpful meeting for everyone.. Dur original proposal was, based upon and worded, in the terms of the information provided by the City of Federal Way in relation to the treatment of the Toby Taylor residence. You subsequently informed us in your letter dated July 20, 2004, that the City has reexamined the decision and was modifying their interpretation. As we discussed at our meeting, I am writing you regarding the lower level and first level decks reconfiguration and our rationale as to why we still believe that Mr. Bonifacc is in compliance with all City of Federal Way regulations. A determination on how the City treats this part of the structure, will assist us in reaching a resolution s �n second level for tlte deck configuration. As you are aware, for the rest of the project, a building permit replacement of the stairs leading to the beach and for the fiord level deck. The one change that has occurred since our meeting is that, for aesthetic reasons, Mr. Boniface has decided that he would like to remove the small extension in the southwest corner of the ftrs� level deck. I have illustrated this change in the attached drawing labeled "Proposed First Level Remediation". As you can see in this drawing, ]MIS. Beniface is proposing to cut back the first level deck to be in line with the original most watetward extension of the first level deck and stairs leading down to the lower level deck. As we discussed, Mr. Boniface has reconfigured the first level deck to remove the stairs leading down to the lower level deck and has filled this area in as a horizontal plane. This reconfigt=tion has not created an expansion in the home's facade waterward at any level of the structure than was previously existing, therefore not increasing the nonconforming shoreline setback of the structure. The reconfiguration has also not created an expansion of the gross floor area of the existing sirttcture. The previous gross floor area of the first level deck and staircase was 352 square feet, and the reconfigured deck is now 344 square feet. if you consider that Mr. Boniface is now rentaving the bottom level deck extension (that was a 42" high structure per UBC definitions & standards), 54 square feet in area and extended 6'-Y towards the water, than he is reducing the overall non-conforneance of the structure. Based on our meeting, you indicated that the more complex delermination, in terms of whether we still meet the intent of the City's code, was the small southwest corner extension of the first level deck. The original proposal was that this extension was a piece of the lower level deck and was merely being moved UP in elevation — not extending the si;uciure watetward nor increasing the gross floor area. However, given that Mr. Boniface has now decided to remove this extension, this should help in simplifying your deliberations in mgard to the reconfiguration. In our meeting you explained that the City's position an the stringline setback is in place to avoid staving owners "fill -tie' areas potentially blocking view corridors for neighboring properties. Our proposal is also in keeping with the city's position and is strengthened by Mr. Boniface's unique property and Existing Positioning of the home. As you are aware, based on your site visits and the owner's site plan drawing, Mr. Bonface's house sits forward of tine neighboring house to the south and sits bacm placement,thev the on tg house to the north. Given the existing configuration of the shoreline and the house 5355 28�h Ave NW Suite 100 Seattle WA 98107 206 706 3937 FX 206 706 5276 1526177.3 from the neighboring properties remain unchanged. This is based on the fact that the home is positioned within a relatively steep slope allowing for the decks to "step down" the hillside. The first level deck is below the elevation of the bottom floor of the southern house and below the freight of the shrubs that grow along the property line to the south (shrubs that arc located on the neighboring property whose Owner controls the height of these shrubs). This, coupled with the northern house being located waterward and below Mr. Baniface's first level deck, make it impossible for the proposed reconfiguration of the first level deck to block the view corridors from either the southern or northern neighboring properties. On the - contrary, given that Mr. 130niface has proposed a glass railing in lieu of the existing 2x2 vertical wood uprights, even if the decks were visible, the views have been improved over the existing situation. We have also enclosed several pictures taken from the lower level deck providing a visual representation of the above points. Please keep in mind that these pictures were shot at eye level, approximately 5 14' above the deck #1 — Shows the first level deck on the North side "stepped down" below grade 10 -15'. Please mote drat the blue structure is classed as a "shed" as this lot has been legally combined with the adjoining Northerly residence shown in #2 42 — Shows the view from. she North side most w:iicnvard comer of the fast level deck to the adjoining Northerly residence. Note that this residence decks, front facade and at least half of the house are located waterward and below Mr. Boniface's first level deck. The house its also orientated to a more northerly view, with dense bushes between the two residence (height controlled by the northern residence) #3 -- Shows the view towards the South property line adjoining the lower level deck. Note the existing hedge that is taller than the lower level deck (height controlled by Southern neighbor) #4 — Shows the view up towards the Southern neighbor. Residence is significantly higher (10 —15') above the first level deck, with view paralleling Mr. Boniface's residence to the water. In summary, Mr. Boni_face feels that lie has complied with every regulation or intent of the Federal Way Codes for the reconfiguration of the first level deck. Once the proposed remediatiort of the first level deck is carried out, then non-conformance of the structure is being reduced through; • Reduction in existing waterward extension of the structure by 6'-3" • Reduction in existing gross floor area of the structure by 62 square feet + Reduction in existing side yard setback encroachment • No view corridors are being impeded and are in fact arc being improved with the installation of glass railings please review the attached remediation drawings of the lower level and first level decks as revised per our meeting. Please let us know if you agree with our proposal that we are within keeping of the City's regulations & intent. We are also in receipt of your letter dated September 14, 200.4 summarizing the August 31, 2004 meeting. We would like to request that you hold in abeyance the commencement of code enforcement until 15 days after you respond to the proposal contained within this letter. This will give us adequate time to either apply for a shoreline variance or amend the current building permit to comp€y. I have tried to include all the information that might expedite your decision. If I can be of any further assistance please do not hesitate to contact me. I can be reached at 206.706.3937. Thank you for your time and 1 look forward to your reply. Thank you/ Troy ail ussi«g ecco design, ine. 2 1526177.3 Page 1: Pre-existing condition — lower level Page 2: Pre-existing condition — first level Page 3: Proposed first level remediation Page 4: First level upon completion of remediation 1526177.3 The remaining portion of the existing deteriorated stairs leading to the beach will be removed and replaced in like land and configuration for safety reasons. The stairs will not be enlarged or increased (Please see attached phoingrapir - ref. two). The owner proposes to reduce the sire of the upper landing of the stairs that are parallel with the shoreline (Please see attached phart.�Troph - ref. three). The owner is doing this only to ensure that the stairway not encroach on the neighboring property to the south - as the stairs sit at this time the last few risers encroach on the neighboring property. The attached Geoteclmical report addresses the stairs and the new construction will take into account the conditions outlined. The owner will also seek approval of the Building Division of Federal Way. Previous First Level Deck Configuration: (See drawing sheet A3) Existing 366 sf deck and stairs., approxi mately T-5 %s" above grade below. The previous deck (299 sf) extended westerly approximately 9'-3" from the existing house and was approximately 23'-3" wide extending approximately 4'-0" beyond the north elevation and extending approximately 4'-4 %" beyond the south elevation. The deck also consisted of a 3'-0" x 3'-0" area in the northwest corner of the deck (approximately 12% 3" westerly of the existing house) allowing for access to the lower level deck. A set of stairs ( approximately 67 so extended from this portion of the deck to the lower level deck. The outside posts of the stairway sat on the outside (west face) of the retaining /timber wall structure at grade below (Please see attached photograph - ref four). Construction that has occurred to the First Level Deck: (See drawing sheet AS) The reconfigured deck is approximately 389sf. and remains approximately T5 ''/s" above grade below. The deck extends westerly approximately 13'-4''W' from the existing house and is approximately 4" less in width (approximately 22'-11") than the previous deck configuration (this is due to the fact that the previous wood railing uprights sat on the outside fascia board). The deck remains the same configuration as the previous existing condition on both sides of the existing house (north and south elevations) FWCC 22-334 "for single-family residences existing nonconformiti es may remain and continue so long as the existing non -conformities are not being increased or expanded in any way" The deck has been extended approximately 5'-2''/2" x 4'- 1 1/2" in the southwest comer to allow for access to the lower level slab on grade. The deck configuration allows for supports of the second level deck above. What the owner proposes for the First Level Deck remediation. (See drawing sheet AS) The owner will remove an approximately 1'-0 1/4" x 15'-2 %" (approximately 16.Osf total) from the most westerly portion of the main deck - (see attached drawings First Floor Deck), by removing these areas the deck will not extend any further westerly (water ward) than the previously existing lower level deck and stairway. The deck will not extend further waterward beyond the dimensions of the original lower level deck and stairway footprint, thereby not making the structure any more nonconforming as to its setback The owner will have enough space on the deck extension to create a 3' -0" diameter spiral stair down to the lower level on grade deck and still be within the original building footprint - not making the structure any more nonconforming as to its setback. The owner intends to install glass railing along the perimeter of the deck per code. The glass rail will allow for less view obstruction that; the prmrious vertical wood rail. 3 1526177.3 Previous Second Level Deck Configuration: (See drawing sheet A4) Existing 84sf deck. Approximately 8'-8 3/4" above first level deck. (Please see attached phowg aph — ref. five) The previous deck extended westerly approximately 6'-01/2" from the existing house and was approximately 14'-4'/s" wide extending to the corners of the north and south elevations. Construction that has occurred to the Second Level Deck. (See drawing sheer A6) V The reconfigured deck is approximately 365sf. and remains approximately W-8 3/4" above deck below. The deck extends westerly approximately 15'-9" from the existing house and is approximately 20'-9 %4" in width. The deck wraps around the sides of the house on both the north and south elevations. At the north elevation the deck is approximately 4'-0" x 8'9" and at the south elevation the deck is approximately 2' 1 %" x 5'-3". What the owner proposes for the Second Level Deck remediation: (See drawing sheet A6) • The owner intends to install glass railing along the perimeter of the deck per code. The glass rail will allow for less view obstruction than the previous vertical wood rail, Shoreline remediurion: + The owner will remove a 3'-5 11r x 20'-9 -1/4" (approximately 70st) portion of the most westerly portion of the main deck. By removing these areas the deck will not extend any further westerly (water ward) than the previously existing lower level deck and stairway. The deck will not extend further waterward beyond the dimensions of the original lower level deck and stairway footprint, thereby not making the structure any more nonconforming as to its setback .4i'lc rrr�1 remirlialir�rt: + The Owner will remove a 4'-0" x 8'-9" square and a 2'-0" x 12'-4" triangular area (approximately 48sf) portion of the most northerly portion of the deck and a 2'-2" x 17'- 10" (approximately 38sO portion of the most southerly portion of the deck - (see attached drawings Second Floor Deck), This will bring the deck into compliance with F'WCC Section 22-334(c)... new construction or renovation that involves the increase in gross floor area of a nonconforming single-family residence ... must meet the minimum five- foot side yard setback Previous Third Level Deck Configuration: (See drmving sheet A4) • Existing 84sf deck. Approximately 8'-11 1/2" from second level deck to third level deck. (Please see attached photograph — ref. six) The previous deck extended westerly approximately 6'-01/2" from the existing house and was approximately 14'-4Y2" wide exicnding to the corners of the north and south elevations. Construction that has occurred to the Third Level Deck. (See drawing sheet A6) • No construction has taken place to the Third Level Deck What the owner proposes for the Third Level Deck remediation: (See dramving sheet A6): • The owner does not intend to enlarge or reconfigure the Third Level Decks. • The owner does intend to remove the open decking and install a new watellnoof deck similar to the ones installed on the lower levels. • The owner does intend to remove the vertical wood railing and install a new glass railing to match the lower level decks. 4 1526177.3 Item Three: We have analyzed the three separate issues you referred to in your letter that must be addressed in order to bring the home into compliance with applicable zoning and building code regulations. Please see the information bclow as well as the attached letter from Al Wallace. 1) Shoreline Jurisdiction Area A) Nonconforming Development; Please refer to the attached drawings and notes above to compare the previous nonconforming structure and string line setbacks with the new deck configurations. I outline what the owner is proposing to remcdiate at each level including both shoreline & side yard setbacks to make the new configurations no more nonconforming than the previous configuration. B) Shoreline Substantial Development Permit.- Given that this projects decks, concrete slabs and patios did/does not involve the material expansion or change of use, it is our belief that the development meets the structural criteria of FWCC Section 22-1286, and the work outlined above can be determined to qualify as "normal maintenance" under WAC 173-27-040(2) (b). As such this updating and repair is exempt from SEPA & Shoreline Substantial Development Permit requirements. The project did not encompass any disturbance of lawn, soil, dirt or raw land and the concrete slabs were installed over roan -made structures (gabion walls). The owner intends to submit for a building permit from the City of Federal Way for all the matters listed above and in your letter, once we have concluded that the remediation is acceptable. A geotechnical report has been included as part of this report and addresses the criteria identified in FWCC Section 22-1296. It is our belief based upon the review of FWCC Section 18- 143 that the State Environmental Policy Act (SEPA) checklist is not required given the minor development activity that has taken place and the minimal land surface modification per the scope of work and as confirmed in the attached geo-technical report. C) Shoreline Variance: The owner does not intend to apply for a shoreline variance and is in agreement to remove all portions of the decks that make the nonconforming decks more nonconforming as outlined in the attached drawings and as explained above. I have tried to include all the information that might expedite your decision. If I can be of any further assistance please do not hesitate to contact me. I can be reached at 206.706.3937. Thank you for your time and I look forward to your reply. Troy Hussing ewo design, inc. 5 1526177.3 tr=i M m C cn m 0 0 G) a o G) m on �4�h / I / I s-0^ra / / I � f I / 1 1 1 / mt v O N W Q Q� CL C� 0 0 W Cl) W I + F /_ invetas.o-s I� - _ 1 I x�vaca.o-s I �� 7 � 1 'l. 1 I .7/f il•.f � 1 j IT 1 1 1 1 1 # � I 1 � w p 1 I [LS C o 5 p) N A m s 1 O IO N I R a � O U z MW . I I I I • Rl qtT o L O Q, mLu 111 Q Q Lo d U) 0 W cn w w o LL ;6 O Q, .cr w w a CD o a C� 0 0 w w e c c o COMMUNITY DEVELOPMENT BY inc. Architecture CEP 2 2 2004 LETTER OF TRANSMITTAL TO: Jane Gamble PROD. NAME: Boniface Residence FROM: Troy Hussing Ecco Design Inc. RE: Revised drawings and letter We are sending you: Date Copies 9/17/04 1 9/17/04 1- Description Revised drawings Al-A4 Letter to City of Federal' dated 9/16/04 These are transmitted as checked below: ❑ For your approval Approval ❑ Approved as Submitted ❑ As requested Distribution ❑ Approved as Noted For review and comment ❑ Returned for Corrections ❑ Returned after loan ❑ Other REIVIARKSIMEMO: c.c.; Al Wallace Chris Boniface Ecco file 5355 281h Ave NW Suite 100 Seattle WA 98107 206 706 3937 FX 206 706 5276 DATE: 9 16 04 ❑ Resubmit copies for ❑ Submit _copies for ❑ Return when finished ❑ FYI P9144M Company MC 2 Engineering Jan 10, 2005�29 [Designer Mike Szramek 1:51 PM Job Number : BONIFACE SECOND FLOOR DECK FRAME (4) STRUTS Checked By: _ Member Section Forces (BV Combination) (ContinUedf Chnlrtk) MMMAnIlk- l 48 3 -3.322 -1.1 Q7 .915 49 4 -3.348 -1.299 1,517 50 ^5 -3,375 -1.491 2.214 51 2 8A 1 .177 2.06 2114 52 2 .097 1.484 -.444 53 3 .018 .908 -2.238 54 _ 4 -.062 .332 -3.169 55 5 -.141 -.244 _ -3.235 2 g 1 .848 -1.233 -3.235 57 _ 2 .822 -1.425 -2.57 583 795 -1.617 -1.809 5g 4 .769 -1. 9 -.953 60 5 .742 -2.001 0 61 2 .___ 1 2.3338 0 0 -- _ 62 .10 .__ ._.. 2 2,33$ 0 0 63 2.338 0 0 _ .... 64 4 2.338 0 0 65 5 2.338 0 _ 0 66 2 11, 1 -1.4 0 0 _. 2 -1.4 A 0 67 -- 08_ -1.4 0 0 69 4 -1 A 0 0 7Q 5 -1.4 0 0 71 2 12 1 2.763 0 0 72 2 2,763 0 0 73 2.763 0 0 74 _3 4 2,763 0 0 5 2.763 0 0 76 2 13 1 5.022 0 0 77 2 5,022 0 0 78 1 3 5.022----- 0 0 79 1 1 5.022 0 0 5 5.022 0 0 Member NDS Wood Code Checks (By Combination 1 QFI g� 6 Q�Ll. 64 1.097 1.596 .11 �+ 3.618 1 .875 3.9-3 2 2 2 6X6 .673 0 .5" 016 1.097 1.596 .1 3 2.089 1 .989 3.9-3 3 2 3 6X6 .707 6 1 .175 0 1.164 1,097 1.596 .113 18 1 .875 3.9-3 4 2 3A X6 .671 0 1 .525 0 1.316 1.097 1.5 6 .113 2,089 1 .989 3.9-1 5 2 4 6X6 .408 6 .109 0 1.164 1.097 1.596 .113 3.618 1 875 3.9-3 6 2 5 6X6 .406 0 .3 6 0 1.316 1.097 1.596 .113 2.089 1 .989 - 7 2 $ 6X10 .057 2 .143 2 1.218 .898 1.796 .113 2,745 1 .99 3.9-1 $ 2 7 X1 .097 2.812 .308 6 1.091 .898 1.796 .113 4.755 1 .887 3.9-3 9 2 7A 6X10 100 0 .188 0 1218 9$ 1.796 .113 2 45 1 .99 3.9-1 1 D 2 $ 6 5 2 . 9 2 1.218 .898 1.7 6 .113 2.745 1 .99 3.9-1 11 2 8A 6X10 .270 5.375 .523 0 _1.091 .898 1.796 .113 4.755 1 .887 3.9-1 12 2 9 6X10 .262 0 .508 2 1,218 .898 1.796 .113 2.745 1 .99 3.9- 13 2 10 4X4 .093 0 .000 0 2.046 1.347 1. - .126 .114 1 .892 .6.3 14 2 11 85 0 .000 0 2,046 1.347 1.995 12 3.114 1 .692 3.9-1 3. 4 1 .892 .6. 15 2 12 4X4 .110 0 .000 2. 4 1.347 1,995 .126 16 2 13 4 4 00 0 .000 0 2.046 .347 1.995 .126 3.114 1 .8 13.6. RISA-2D Version 6.0 [E:1RisaWNIFACE-DECK-FRAME-1I.r2d] Page 5 MC SQUARED, INC. Job: EONIFAm 3tuc µuV OLYMPIA, WASHINGTON 98506 Bate: By. (360) 754-9339 FAX (360) 352-2044 e Pa � of Sheet: g 03 g$il 0CL Sol �Illm mm 1:1111111 MORE MC SQUARED, INC. Job: ALAI OLYMPIA, WASHINGTON 98506 �€ gY� (360) 754-9339 Date: FAX (360) 352-2044 Sheet: Page of Yv%.a p v� %'%F c be, �ret�Y - I� �.Z � �"�•'�� u L.al 2v.i psi 9 S> 4�'I5.} 71 2ipevTL* MC SQUARED, INC. Job: &Nir'lC6 OLYMPIA, WASHINGTON 98506 Date: BY (360) 764-9339 'qpp FAX (360) 352-20" Sheet: Page�of z9 v, '- i FT zo 'i- ! i b ti- L �A C�olt) } U ;-I rr T rp Q. L '19 �i LaN a E..-r� n.J 1 LLB 14 G 4 33 T6rre vb,IjSi$yZ tuM1M2A I 1 oe— 1 rc s vodufi� S{ Ellisport En ine erin Inc. M -)endix — Pertinent Geotechnical Re orts 20501 81" Ave. S.W. Vashon, WA 98070 (206)463-5311 (phone) (206) 463-2578 (fax) email a�ellisportengineering.com (email) GENERAL STRUCTURAL NOTES (Unless Noted Otherwise) CODES AND SPECIFICATIONS 1. International Building Code - 2015 edition 2. ASCE / SEI 7-10 Minimum Design Loads for Buildings and Other Structures 3. AF&PA NDS-151 SDPWS 2015 / WFCM 2015 National Design Specification for Wood Construction / Special Design Provisions for Wind & Seismic 1 Wood Frame Construction Manual for One and Two Family Dwellings 4. ACI 318-14 Building Code Requirements for Structural Concrete 5. AISC 360-10 / 341-10 Specification for Structural Steel Buildings / Seismic Design Manual 6. AWS D1,1 1 D1.1M.2015 / Structural Welding Code -Steel 7. TMS 402-131 ACI 530-13 / ASCE 5-131 TMS 602-13 / ACI 530.1-13 / ASCE 6-13 /Building Code Requirements and Specifications for Masonry Structures DESIGN CRITERIA 1. Wind - Risk category = II, Basic wind speed (V) = 110 mph, Wind directionality factor = 0.85, Exposure category = C, Topographic factor Kzt = 1.04, Gust effect factor = 0.85, Enclosure classification = Enclosed, Internal pressure coefficient (GCpi) = ± 0.18 2. Seismic - Risk category = 11, Seismic importance factor (le) = 1.00, Site Class = D, S5=1.34g, S, = 0.51 g, Sos = 0.89g, Sol = 0.51 g, Seismic Design Category = D, Response Modification Factor (R) = 6.5, Analysis procedure used = Equivalent Lateral Force Procedure, Seismic response coefficient (CS) = 0.137 3. Roof - Dead: 17 psf Snow: 25 psf 4. Floor - Dead: 12 psf Live: 40 psf & 300 Ibs concentrated on 4 sq. in on stair and exit way treads 5. Deck - Dead: 10 psf Live: 40 psf Snow: 25 psf 5. Soils - per GeoResources, LLC report dated 11/9/16. Static 2" pin pile cap = 4000 lbs. Vertical foundation pressure (capacity): 1500 psf Lateral bearing pressure (capacity): 250 psf/ft of depth (up to 2250 psf max.) Coefficient of friction (capacity): 0.35 (multiplied by dead load) Active design lateral load: 35 psf/ft of depth At -rest design lateral load: 55 psf/ft of depth SPECIAL INSPECTION - SEiSMIC 1. Structural steel - for ordinary steel moment frames, ultrasonic and magnetic particle testing of complete joint penetration groove welds are only required for designated demand critical welds. 2. Structural wood — periodic special inspection is required for nailing, bolting, anchoring and other fastening of components within the seismic -force -resisting system, including wood shear walls, wood diaphragms, drag struts, braces, shear panels and holdowns. Special inspection is not required for: a) Wood shear walls, shear panels, and diaphragms, including nailing, bolting, anchoring and other fastening to other components of the seismic -force -resisting system where the fastener spacing of the sheathing is 4 inches or more on center. b) Group R-3 structures. c) Group R-1 and R-2 structures three stories and less in height. d) Epoxy -grouted anchor bolts in Group R-1 and R-2 structures where anchor bolt spacing is 4 inches or more on center or where the anchor bolt tensile capacity is less than 5000 pounds. SPECIAL INSPECTION -WIND 1. Special inspections are required only for structures with the following applicable wind design criteria: a) Wind exposure category B and a basic wind speed (3-second gust) of 120 mph or greater. b) Wind exposure category C or D and a basic wind speed (3-second gust) of 110 mph or greater. STRUCTURAL OBSERVATION 1. Structural observation is required when specifically designated as being required by the registered design professional or the building official. SOIL CONSTRUCTION 1. Extend footings to undisturbed soil or fill compacted to 95% Modified Proctor. All footings shall be 18 inches minimum below adjacent finish grade. PIPE PILES 1: Pipe shall conform to ASTM A53 Grade B. Unless noted otherwise, pipe is not required to be galvanized. 2. Pipe shall be driven to refusal and tested (as required) per Geotechnical Engineer's requirements. REINFgRCED CQNCRETE 1_ f'c = 2500 psi at 28 days for footings, slabs and walls. Min 5'/z sacks of cement per cubic yard of concrete and maximum of 6-3/4 gallons of water per 94 lb. sack of cement. 2. Maximum aggregate size is 1-1/2". Maximum slump = 4 inches. 3. Mixing and placement of all concrete shall be in accordance with the ISC and ACI 318. Proportions of aggregate to cement shall be such as to produce a dense, workable mix which can be placed without segregation or excess free surface water. Provide'/ inch chamfer on all exposed concrete edges unless otherwise indicated on architectural drawings. 4. No special inspection is required. 5. Vibrate all concrete walls. Segregation of materials shall be prevented. REINFORCING STEEL 1. Concrete reinforcement shall be detailed, fabricated and placed in accordance with ACI 318. 2. Reinforcing steel shall be grade 40 minimum and deformed billet steel conforming to ASTM A615. 3. Welded wire mesh shall conform to ASTM A185. 4. Reinforcing steel shall be accurately placed and adequately secured in position. The following protection for reinforcement shall be provided: Min Cover(in.1 Cast against and permanently exposed to earth- 3 Exposed to earth or weather- 2 Slabs and walls at interior face % 5. Lap continuous reinforcing bars 32 bar diameters (1'-6" min) in concrete. Corner bars consisting of 32 bar diameter (1'-6" min) bend shall be provided for all horizontal reinforcement. Lap welded wire mesh edges 1.5 mesh minimum. This criteria applies unless noted otherwise. RETAINING WALLS 1. Concrete floor slabs to be poured and cured and floor framing above shall be complete before backfilling behind retaining walls. 2. Minimum reinforcement cover to be 3". 3. Concrete strength to be f c = 2500 psi at 28 days. TIMBER 1. Unless noted otherwise, all sawn lumber shall be kiln dried and graded/marked in conformance with WCLIB standard grading for west coast lumber. Lumber shall meet the following minimum criteria: 4x and larger DF #2 (Fb=875 psi) 3x and smaller SPF #2 (Fb=875 psi) or HF #2 (Fb=850 psi) 2. All wood in contact with ground or concrete to be pressure -treated with a wood preservative. 3. Wall studs shall be: 2x4 at 16" oc - interior walls 2x6 at 16" oc - exterior walls 4. Provide (2)2x6 header over openings not noted otherwise. 5. Provide solid blocking in floor space under all posts and wall members connected to holdowns. 6. Provide double floor joists under all partition walls parallel to floor joists and along the perimeter of all diaphragm openings. 7. Provide double blocking between floor joists under all partition walls perpendicular to floor joists WOOD CONNECTORS FASTENERS AND PRESSURE TREATED WOOD 1. All wood connectors shall be Simpson or approved equal. 2. All nails shall be common wire nails unless noted otherwise. 3. All nailing shall meet the minimum nailing requirements of Table 2304.9.1 of the International Building Code. 4. All wood connectors and associated steel fasteners (except anchor bolts and holdown anchors, 1/2" diameter and larger) in contact with any preservative -treated wood shall conform to one of the following corrosion protection configuration options: a) All wood connectors and associated steel fasteners shall be Type 303, 304, 306 or 316 stainless steel when actual wood preservative retention levels exceed the following levels: Treatment Retention level_(DCO ACQ Greater than 0.40 MCQ Greater than 0.34 CA-B Greater than 0.21 CA-C & MCA Greater than 0.15 pCA-C Greater than 0.14 b) When actual wood preservative retention levels do not exceed the levels in 4.a) above, all wood connectors and fasteners shall be hot -dipped galvanized by one of the following methods: 1) Continuous hot -dipped galvanizing per ASTM A653, type G185. 2) Batch or Post hot -dipped galvanizing per ASTM 123 for individual connectors and as per ASTM A153 for fasteners. Fasteners, other than nails, timber rivets, woad screws and lag screws, may be hot -dipped galvanized as per ASTM B695, Class 55 minimum. c) Plain carbon steel fasteners in SBX/DOT and zinc borate preservative treated wood in an interior, dry environment shall be permitted. 5. Do not mix stainless steel and hot -dipped galvanized wood connectors and fasteners. 6. All anchor bolts shall be as specified in the general notes on the shearwall schedule. 7. Where a connector strap connects two wood members, install one half of the total required nails or bolts in each member. 8. All bolts in wood members shall conform to ASTM A307. 9. Provide standard cut washers under the head of all bolts and lag screws bearing on wood. 10. All trusses and/or rafters bearing on exterior walls shall be connected to the top plate with an H1 hurricane tie on alternating roof members, unless noted otherwise on the drawings. SHEARWALLS 1. All shearwall plywood nailing and anchors shall be as detailed on the drawings and noted in the shearwall schedule. All exterior walls shall be sheathed with 7/16" APA rated sheathing (24/16) - blocked - with minimum nailing 0.131" diameter x 2.5" nails @ 6" OC edges/12" oc field unless noted otherwise. 2. All headers shall have strap connectors to the top plate each end when the header interrupts the continuous top plate. Use (1)Simpson MSTA24 connector each end unless noted otherwise. 3. All shearwall holdowns shall be as noted on the plans and shall be Simpson or approved equal. 4. All holdown anchors shall be installed as shown on plans and as per manufacturer's requirements. Holdown anchors may be wet -set or drilled and epoxied (Simpson "SET" epoxy or approved equal). Provide the full embedment into concrete as stated on the plans. FLOOR AND ROOF DIAPHRAGMS 1. Apply 23/32" APA rated Sturd-I-Floor(24" oc) nailed to floor framing members with 0.14$" diameter x 3" nails at 6" OC at all supported edges and at 12" OC at interior supports unless noted otherwise on the plans. 2. Apply 7/16 APA rated sheathing(24/16) nailed to roof framing members with 0.131" diameter x 2.5" nails at 6" OC at supported edges and at 12" OC at interior supports unless noted otherwise on the plans. 3. Blocking of interior edges is not required unless noted otherwise on the plans. LAIUIiNATED VENEER LUMBER 1. Laminated veneer lumber by Truss Joist/MacMillan or equivalent (Fb=2600 psi, E=1.9E6 psi). 2. For top loaded multiple member beams only, fasten with two rows of 0.148" diameter x 3" nails at 12" OC. Use three rows of 0.148" diameter x 3" nails for beams with depths of 14" or more. 3. Provide full depth blocking for lateral support at bearing points. GLUED LAMINATED WOOD MEMBERS 1. Glued larninated wood beams shall be Douglas Fir, kiln -dried, stress grade combination 24F-V4 (Fb=2400 psi) for simple spans and 24F-V8 for cantilever and continuous spans. 2. Fabrication shall be in conformance with current applicable ANSI/AITC A190.1 and ASTM D3737. 3. Provide 2000 foot radius positive camber. 4. AITC stamp and certification required on each and every member. STEEL CONSTRUCTION 1. Structural steel shall be ASTM A992 (wide flange shapes) or A53-Grade B (pipe) or A36 (other shapes and plate) unless noted otherwise. 2. All fabrication and erection shall comply with AISC specifications and codes. 3. All welding shall be as shown on the drawings and in accordance with AWS and AISC standards. Welding shall be performed by WABO certified welders using E70XX electrodes. Only pre -qualified welds (as defined by AWS) shall be used. GENERAL CONSTRUCTION 1. All materials, workmanship, design, and construction shall conform to the project drawings, specifications, and the International Building Code. 2. Structural drawings shall be used in conjunction with architectural drawings for bidding and construction. Contractor shall verify dimensions and conditions for compatibility and shall notify the architect of any discrepancies prior to construction. Discrepancies: The contractor shall inform the engineer in writing, during the bidding period, of any and all discrepancies or omissions noted on the drawings and specifications or of any variations needed in order to conform to codes, rules and regulations. Upon receipt of such information, the engineer will send written instructions to all concerned. Any such discrepancy, omission, or variation not reported shall be the responsibility of the contractor. 3. The contractor shall provide temporary bracing as required until all permanent framing and connections have been completed. 4. The contractor shall coordinate with the building department for all permits and building department required inspections. 5. Do not scale drawings. Use only written dimensions. 6. Drawings indicate general and typical details of construction. Where conditions are not specifically indicated but are of similar character to details shown, similar details of construction shall be used, subject to review and approval by the architect and the structural engineer. 7. Contractor initiated changes shall be submitted in writing to the architect and structural engineer for approval prior to fabrication or construction. 8. All structural systems which are to be composed of field erected components shall be supervised by the supplier during manufacturing, delivery, handling, storage, and erection in accordance with instructions prepared by the supplier. 9. Contractor shall be responsible for all safety precautions and the methods, techniques, sequences, or procedures required to perform the work. 10. Shop drawing review: Dimensions and quantities are not reviewed by the engineer of record, therefore, must be reviewed by the contractor. Contractor shall review and stamp all shop drawings prior to submitting for review by the engineer of record. Submissions shall include a reproducible and one copy. Reproducible will be marked and returned. Re -submittals of previously submitted shop drawings shall have all changes clouded and dated with a sequential revision number. Contractor shall review and stamp all revised and resubmitted shop drawings prior to submittal and review by the engineer of record. In the event of conflict between the shop drawings and design drawings/specifications, the design drawings/specifications shall control and be followed. Elli,l�c�rt Stephen T. Kicinski, PE Ellisport Engineering, Inc, Engineering, Inc 2050181stAveSW Vashon,WA 98070 206-463-5311 (p) 206-463-2578 (f) I email@ellisportengineering.com www.ellisoortenpineeMQ.com... . ASCE Seismic Base Shear t'hnmrhill Sita Project Title: Engineer: Project ID: Project Descr: Printed: 15 JUN 2017. 1:43PM File=1:1EnerealclPR1BbS--ilUrIUHLth-i.tVti INC.19B3.2017, Bulld:6.17.3.29, Ver:6.17.3.29 Risk Category Risk Category of Building or Other Structure : "II" : All Buildings and other structures except those listed as Category I, III, and IV Seismic Importance Factor = 1 Gridded Ss & Slvalues ASCE-7.10 Standard _ Max. Ground Motions, 5% Damping: Latitude = 47.331 deg North SS = 1.339 g, 0.2 sec response Longitude = 122.375 deg West S 1 ° 0.5143 g, 1.0 sec response Calculations per ASCE 7-10 ASCE 7-10, Page 2, Table 1.5-1 ASCE 7-10, Page 5, Table 1.5-2 ASCE 7-10 11.4.1 Site Class, Site Coeff. and Design Cat"ory Site Classification "D" :Shear Wave Velocity 600 to 1,200 ft/sec = D ASCE 7-10 Table 20.3-1 Site Coefficients Fa & Fv Fa = 1.00 ASCE 7-10 Table 11.4-1 & 11.4-2 (using straight-line interpolation from table values) Fv = 1.50 Maximum Considered Earthquake Acceleration S MS = Fa * Ss = 1.339 ASCE 7-10 Eq. 11.4-1 S M1 = Fv* S1 = 0.771 ASCE 7-10 Eq.11.4-2 Design Spectral Acceleration S Ds S * 2/3 = 0.893 ASCE 7-10 Eq.11.4-3 S Di S M1213 = 0.514 ASCE 7.10 Eq. 11.44 Seismic Design Category = D 4SCE 7-10 Table 11.6-1 & -2 Resisting System ASCE 7-10 Table 12.2.1 Basic Seismic Force Resisting System ... Bearing Wall Systems Light -framed walls sheathed wlwood structural panels rated for shear resistance or steel sheets. Response Modification Coefficient " R " = 6.50 Building height Limits : System Overstrength Factor " Wo " = 3.00 Category "A & B" Limit: Category "C" Limit: No Limit Limit Deflection Amplification Factor " Cd " = 4.00 Category "D" Limit: Li Limit = 65 NOTE! See ASCE 7-10 for all applicable footnotes. Category "E" Limit: Category"F" Limit: Limit = 65 Limit = 65 Lateral Force Procedure Equivalent Lateral Force Procedure The "E uivalent Lateral Force Procedure" is be Ing used acco rd I n_q 10 the proyi9ion s of ASCE 7.10 12.8 Determine Building Period Structure Type for Building Period Calculation : All Other Structural Systems " Ct" value = 0.020 " hn " : Height from base to highest level = 25.0 ft "x"value = 0.75 "Ta " Approximate fundamental period using Eq.12.8-7 : Ta = Ct * (hn " x) = 0.224 sec "TL" : Long -period transition period per ASCE 7-10 Maps 22-12 -> 22-16 8,000 sec Building Period " Ta " Calculated from Approximate Method selected " Cs " Response Coefficient S 03: Short Period Design Spectral Response = " R " : Response Modification Factor = " I " : Seismic Importance Factor = Seismic Base Shear Cs = 0.1373 from 12.8.1.1 0.893 From Eq. 12.8-2, Preliminary Cs 6.50 From Eq.12.8-3 & 12.8-4 , Cs need not exceed 1 From Eq.12.8-5 & 12.8-6, Cs not be less than Cs :Seismic Response Coefficient = W ( see Sum Wi below) = 0.00 k Seismic Base Shear V = Cs * W = 0.00 k ASCE 7-10 Section 12.8.2 Use ASCE 12.8-7 = 0.224 sec ASCE 7-10 Section 12.8.1.1 0.137 0.354 0.039 = 0.1373 ASCE 7-10 Section 12.8.1 � Stephen T. Kicinski, PE Project Title: Ellislaort Engineer: Project ID: Ellisport Engineering, Inc. Descr: Eu ► ileeril jhC.` 20501 81stAveSW Vashon, WA 98070 Project 206-463-5311 (p) 206-463-2578 (f) — — email@ellisportengineering.com www.ellispoden ineerin .cam AI869:lXCHUR H-I.EC6 File = I:1EnercalclPR1869-11CHURCH-1.EC8 I ASCE Seismic Base Shear ENERca>_c, INC. 103-017.Ru8d:6.t7:339,Vers.17.3.29 Vertical Distribution of Seismic Forces ASCE 7_10 Section 12.8.3 k " : hx exponent based on Ta = 1.00 Table of building Weights by Floor Level... Level # Wi : Weight Hi : Height (Wi * Hi^k) Cvx Fx=Cvx * V Sum Story Shear Sum Story Moment Sum Wi = 0.00 k Sum Wi * Hi = 0.00 k-ft Total Base Shear = 0.00 k Base Moment = 0.0 k-ft Diaphragm Forces: Seismic Design Category "B" to'T' ASCE7-10 12.10.1.1 Level # Wi Fi Sum Fi Sum Wi Fpx : Calcd Fpx : Min Fpx : Max Fpx Dsgn. Force Wpx .. . ....................... Weight at level of diaphragm and other structure elements attached to it. Fi ............................ Design Lateral Force applied at the level. Sum Fi ........ . .............. Sum of "Lat. Force" of current level plus all levels above MIN Req'd Force @ Level ......... 0.20 * S DSl * Wpx MAX Req'd Force @ Level ......... 0.40 * S pS I * Wpx Fpx : Design Force @ Level Wpx * SUM(x->n) Fi / SUM(x->n) wi, x = Current level, n = Top Level Ellisport En t_ 'veering, Inc. Vert*lc ai calculations OM sib, Ave. S.W. Vashon, WA 99070 (206)463-3311 (phone) (206) 463.25'M (fax) emo et etliaportenghieeri 9-ooM (email) Eflisport PROJECT JOB NO. FIGURED BY E4gg.eeno u fiae. CHECKED BY DATE SHEET OF 2050181st Ave. S.W., Vashon, WA 98070 (206) 463-5311 email@eAisportengineering.com wmmellisperleagineering.com 0, Le't C�►�c� -,c LL-1�d.x��lz�= �r Copyright 2016, Ellisport Engineering, Inc. Eliis�ic�r1 Stephen T. Kicinski, PE Project Title: Ellisport Engineering, Inc. Engineer: Project ID: 11n111CrF[f1�� Iiic. 2050181 st AveSW Vashon,WA 98070 ProjectDescr: 206-463-5311 (p) 206-463-2578 (f) email@ellisportengineering,com ww_w.ellispgrtengineering.com Pfiwd 15MAR 2017.11:26Ah1 Wood Beam File = I:\EnercalclPR1869-11CHURCH-1.EC6 i NERCALC, INC,1983-2017, Build;6,17.2.28, Ven6,17.2,28 Description ; Churchill - Storage Room Header CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 900 psi Load Combination ASCE 7-10 Fb - Compr 900 psi Fc - Prll 1350 psi Wood Species ; Douglas Fir - Larch Fc - Perp 625 psi Wood Grade ; NO-2 Fv 180 psi Ft 575 psi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling -- D(0.884) L(�,85) S(1.8) ❑f0:087) L(0 �9) S(0.10875) r ■ v ► 5.0 X 9.250 Span = 4.0 ft Applied Loads Uniform Load: D = 0.0120, L = 0.040, S = 0.0150 ksf, Tributary Width = 7.250 ft Point Load: D = 0.8640, L = 2.880, S =1.80 k (D 2,0 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 Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection E : Modulus of Elasticity Ebend-xx 1600ksi Eminbend -xx 580ksi Density 31.2pcf Service loads entered. Load Factors will be applied for calculations. 0.701: 1 Maximum Shear Stress Ratio = 0.422 :1 5.0 X 9.250 Section used for this span 5.0 X 9.250 757.00psi fv : Actual 75.89 psi 1,080.00psi Fv : Allowable 180.00 psi +D+L Load Combination +D+L 2.000ft Location of maximum on span = 3.241 ft Span # 1 Span # where maximum occurs = Span # 1 0.016 in Ratio = 3032 >=360 0.000 in Ratio = 0 <360 0.023 in Ratio = 2047>=180 0.000 in Ratio = 0 <180 _Maximum Forces & Stresses for Loa_ d Combinations Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr D Only Moment Values Cm C t CL M fb Length = 4.0 ft 1 0.180 0.108 0.90 1.200 1.00 1.00 1.00 1.00 1.00 +D+L 1.200 1.00 1.00 1.00 1.00 1.00 Length = 4.0 ft 1 0.701 0.422 1.00 1.200 1.00 1.00 1.00 1.00 1.00 +D+S 1.200 1.00 1.00 1.00 1.00 1.00 Length = 4.0 ft 1 0.414 0.247 1.15 1.200 1.00 1.00 1.00 1.00 1.00 +D+0.750L 1.200 1.00 1.00 1.00 1.00 1.00 Length = 4.0 ft 1 0.453 0.272 1.25 1.200 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S 1.200 1.00 1.00 1.00 1.00 1.00 Length = 4.0 ft 1 0.697 0.418 1.15 1.200 1.00 1.00 1.00 1.00 1.00 +0.60D 1,200 1.00 1.00 1.00 1.00 1.00 1.04 4.50 3.06 3.63 5.15 Shear Values F'b V fv Pv 0.00 0.00 0.00 0.00 174.69 972.00 0.54 17.51 162.00 0.00 0.00 0.00 0.00 757.00 1080.00 2.34 75.89 180.00 0.00 0.00 0.00 0.00 514.23 1242.00 1.57 51.08 207.00 0.00 0.00 0.00 0.00 611.43 1350.00 1.89 61.29 225.00 0.00 0.00 0.00 0.00 866.08 1242.00 2.67 86.47 207.00 0.00 0.00 0.00 0.00 Ellisport Stephen T. Kicinski, PE Project Title: Ellisport Engineering, Inc. Engineer: E11rrlltrrrtti" �i1 2050181 st AveSW Vashon,WA 98070 ProjectDescr: 206-463-5311(p) 206-463-2578 (fl email@ellisportengineering,com _ www.ellisportengineering.00m --- Wood Beam Description Churchill - Storage Room Header Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr Cm C t C L Length = 4.0 ft 1 0.061 0.036 1.60 1.200 1.00 1.00 1.00 1.00 1.00 _Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+0.750L+0.7503 1 0.0234 2.015 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Project ID: Pdnted:15 MAR 201'r.11:26AM File=1:1Fnercalc1PRIU9-11CF[URC i-1.EC6 ENERCALC. INC. 1902017. Bulld:6,17228. Ver.6.17.2.28 Load Combination Overall MAXlmum Overall MINimum D Only +D+L +D+S +D+0.750L +D+0.750L+0.750S +0.60D L Only S Only Support 1 Support 2 2.959 2.959 0.364 0.364 0.606 0.606 2.626 2.626 1.724 1.724 2.121 2.121 2.959 2.959 0.364 0.364 2.020 2.020 1.118 1.118 Moment Values M fb F'b 0.62 104.82 1728.00 Shear Values V fv F'v 0.32 10.51 288.00 Eflisport PROJECT JOB NO. FIGURED BY ] h1c. CHECKED BY UATE SHEET OF 2050181st Ave. S.W., Vashon, WA 98070 �f /r) P LaG L&AD-S )) le ` it)P V-, UPS eO 11:WA_ (206) 463-5311 email@ellisportengineering.com www.ellisportengineering.com -1 CAC r,J G ,y i -7_ I ,$,ea#e 435- r 'e. sf 0, j) SAy 3 MAl pip Copyright 2016, Ellisport Engineering, Inc. Ellispc)rC Stephen T, Kicinski, PE Ellisport Engineering, Inc. E ilg7i 11 Cer i 11 n. Ills.. 2050181 st AveSW Vashon, WA 98070 206-463-5311 (p) 206A63-2578 (f) 1 - ` email@ellisportengineering.com �l www.allisnr)genaineedna.com Concrete Beam Description : Churchill - Structural slab 12' span, 6'trib CODE REFERENCES Calculations per ACI 318-11, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 ILAwilwl or^t ftv#laa Project Title: Engineer: Project Descr: fc = 2.50 ksi Phi Values Flexure : 0.90 fr= fc112 ' 7.50 = 375.0 psi Shear. 0.750 y Density = 145.0 pd ji 1 = 0.850 X LtWt Factor = 1.0 Elastic Modulus = 3,122.0 ksi Fy - Stirrups 40.0 ksi Main Rebar = 60.0 ksi E - Stirrups = 29,000.0 ksi E - Main Rebar = 29,000.0 ksi Stirrup Bar Size # 3 Number of Resisting Legs Per Stirrup = 2 _Cross Section & Reinforcing Details Rectangular Section, Width =12.0 in, Height = 6.0 in Span #1 Reinforcing.... 145 at 2.0 in from Bottom, from 0.0 to 12.0 ft in this span Applied Loads _ Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : L = 0.040 k/ft, Tributary Width =1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.536 :1 Section used for this span Typical Section Mu: Applied 2.718 k-ft Mn " Phi: Allowable 5.071 k-ft Location of maximum on span 5.989 ft Span # where maximum occurs Span # 1 Vertical Reactions Load Combination Support 1 Overall MAXimum 0.675 Overall MINimum 0.240 D Only 0.435 +D+L 0.675 +D+0.750L 0.615 +0.60D 0.261 L Only 0.240 Support 2 0.675 0.240 0.435 0.675 0.615 0.261 0,240 12"wx6"h Span=12 0 ft Project ID: Pdnted:15 MAR 2017, 2:OOPM File a liIEn®rCaIC1PR1869-11CKIJRCli-1.EC5 INC.1983-2017, Build:6.17.2.28,Ve1.17,2.28 Service loads entered. Load Factors will be applied for calculations. Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Support notation : Far left is #1 7P.rilOn C 0.028 in Ratio = 5205>=36 0.000 in Ratio = 0 <360 0.078 in Ratio = 1850>=18 0.000 in Ratio = 999 <180 Detailed Shear Information Span Distance 'd' Vu (k) Mu d•Vu/Mu Phi"Vc Comment Phi"Vs Phi"Vn Spacing (in) Load Combination Number 0q) (in) Actual design (k-ft) (k) (k) (k) Req'd Suggest r1.20❑+1-CL 1 0.00 4.00 0.91 0.91 0.00 1.00 4.00 Vu < PhiVc/2 Not Reqd 1 4.0 0.0 0.0 +1.20D+1,60L 1 0.02 4.00 0.90 0.90 0.02 1.00 4.00 Vu < PhiVc/2 Not Reqd 1 4.0 0.0 0.0 Stephen T. Kicinski, PE Project Title: Ellipi-)rt Ellisport Engineering, Inc. Engineer: Project ID: E n i n eff i t1 c, 1 Il c. 2050181 st AveSW Vashon, WA 98070 Project Descr: 206-463-5311 (p) 206-463-2578 (17 email@ellisportengineering.com MOR www.ellls orten ineerin .corr, a�86q-UCIS nnR CH 1.EC6 ' File = I:lEnercaPclpR1869-11CHr1RCH-S.EC6 Concrete Beam ENERCALC, INC.1983-2017, Build:617.2,28, Ver:6.17128 Description. Churchill - Structural slab 12' span, 6'trlb Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing (in) Load Combination Number (tt) (in) Actual Design (0) _ _ (k) (k) (k) R_ eq'd Suggest +1.20D+1.60L 1 0.04 4.00 0.90 0.90 0.04 1.00 4.00 Vu < PhiVc12 Not Reqd 1 4.0 0.0 0.0 +1.20D+1.60L 1 0.07 4.00 0.90 0.90 0.06 1.00 4.00 Vu < PhiVc12 Not Reqd 1 4.0 0.0 0.0 +1.20D+1.60L 1 0.09 4.00 0.89 0.89 0.08 1.00 4.00 Vu < PhiVc/2 Not Reqd 1 4.0 0.0 0.0 +1.20D+1.60L 1 0.11 4.00 0.89 0.89 0.10 1.00 4.00 Vu < PhiVc/2 Not Reqd 1 4.0 0.0 0.0 +1.20D+1.60L 1 0.13 4.00 0.89 0.89 0.12 1.00 4.00 Vu < PhiVc/2 Not Reqd 1 4.0 0.0 0.0 +1.20D+1.60L 1 0.15 4.00 0.88 0.88 0.14 1.00 4.00 Vu < PhiVc12 Not Reqd 1 4.0 0.0 0.0 +1.20D+1.60L 1 0.17 4.00 0.88 0.88 0.16 1.00 4.00 Vu < PhiVc12 Not Reqd 1 4.0 0.0 0.0 +1.20D+1.60L 1 0.20 4.00 0.88 0.88 0.18 1.00 4.00 Vu < PhiVc12 Not Reqd 1 4.0 0.0 0.0 +1.20D+1.60L 1 0.22 4.00 0.87 0.87 0.19 1.00 4.00 Vu < PhiVc/2 Not Reqd 1 4.0 0.0 0.0 +1.20D+1.60L 1 0.24 4.00 0.87 0.87 0.21 1.00 4.00 Vu < PhiVc/2 Not Reqd 1 4.0 0.0 0.0 +1.20D+1.60L 1 0.26 4.00 0.87 0.87 0.23 1.00 4.00 Vu < PhiVc12 Not Reqd 1 4.0 0.0 0.0 +1.20D+1.60L 1 0.28 4.00 0.86 0.86 0.25 1.00 4.00 Vu < PhiVc/2 Not Reqd 1 4.0 0.0 0.0 +1.20D+1.60L 1 0.31 4.00 0.86 0.86 0.27 1.00 4.00 Vu < PhiVc/2 Not Reqd 1 4.0 0.0 0.0 +1.20D+1.60L 1 0.33 4.00 0.86 0.86 0.29 0.99 3.99 Vu < PhiVc12 Not Reqd 1 4.0 0.0 0.0 +1.20D+1.60L 1 0.35 4.00 0.85 0.85 0.31 0.92 3.96 Vu < PhiVc12 Not Reqd 1 4.0 0.0 0.0 +1.20D+1.60L 1 0.37 4.00 0.85 0.85 0.33 0.87 3.92 Vu < PhiVc/2 Not Reqd 1 3.9 0.0 0.0 +1.20D+1.60L 1 0.39 4.00 0.85 0.85 0.34 0.82 3.90 Vu < PhiVc12 Not Reqd 1 3.9 0.0 0.0 +1.20D+1.60L 1 0.42 4.00 0.84 0.84 0.36 0.77 3.87 Vu < PhiVc12 Not Reqd 1 3.9 0.0 0.0 +1.20D+1.60L 1 0.44 4.00 0.84 0.84 0.38 0.73 3.85 Vu < PhiVc12 Not Reqd 1 3.8 0.0 0.0 +1.20D+1.60L 1 0.46 4.00 0.84 0.84 0.40 0.70 3.83 Vu < PhiVc12 Not Reqd 1 3.8 0.0 0.0 +1.20D+1.60L 1 0.48 4.00 0.83 0.83 0.42 0.66 3.81 Vu < PhiVct2 Not Reqd 1 3.8 0.0 0.0 +1.20D+1.60L 1 0.50 4.00 0.83 0.83 0.44 0.63 3.79 Vu < PhiVc12 Not Reqd 1 3.8 0.0 0.0 +1.20D+1.60L 1 0.52 4.00 0.83 0.83 0.45 0.61 3.77 Vu < PhiVc/2 Not Reqd 1 3.8 0.0 0.0 +1.20D+1.60L 1 0.55 4.00 0.82 0.82 0.47 0.58 3.76 Vu < PhiVc12 Not Reqd 1 3.8 0.0 0.0 +1.20D+1.60L 1 0.57 4.00 0.82 0.82 0.49 0.56 3.74 Vu < PhiVc12 Not Reqd 1 3.7 0.0 0.0 +1.20D+1.60L 1 0.59 4.00 0.82 0.82 0.51 0.54 3.73 Vu < PhiVd2 Not Reqd 1 3.7 0.0 0.0 +1.20D+1.60L 1 0.61 4.00 0.81 0.81 0.53 0.52 3.72 Vu < PhiVc12 Not Reqd 1 3.7 0.0 0.0 +1.20D+1.60L 1 0.63 4.00 0.81 0.81 0.54 0.50 3.71 Vu < PhiVc12 Not Reqd 1 3.7 0.0 0.0 +1.20D+1.60L 1 0.66 4.00 0.81 0.81 0.56 0.48 3.70 Vu < PhiVct2 Not Reqd 1 3.7 0.0 0.0 +1.20D+1.60L 1 0.68 4.00 0.80 0.80 0.58 0.46 3.69 Vu < PhiVc/2 Not Reqd 1 3.7 0.0 0.0 +1.20D+1.60L 1 0.70 4.00 0.80 0.80 0.60 0.45 3.68 Vu < PhiVc12 Not Reqd 1 3.7 0.0 0.0 +1.20D+1.60L 1 0.72 4.00 0.80 0.80 0.61 0.43 3.67 Vu < PhiVc/2 Not Reqd 1 3.7 0.0 0.0 +1.20D+1.60L 1 0.74 4.00 0.79 0.79 0.63 0.42 3.66 Vu < PhiVc/2 Not Reqd 1 3.7 0.0 0.0 +1.20D+1.60L 1 0.77 4.00 0.79 0.79 0.65 0.41 3.66 Vu < PhiVc/2 Not Reqd 1 3.7 0.0 0.0 +1.20D+1.60L 1 0.79 4.00 0.79 0.79 0.67 0.39 3.65 Vu < PhiVc12 Not Reqd 1 3.6 0.0 0.0 +1.20D+1.60L 1 0.81 4.00 0.78 0.78 0.68 0.38 3.64 Vu < PhiVc/2 Not Reqd 1 3.6 0.0 0.0 +1.20D+1.60L 1 0.83 4.00 0.78 0.78 0.70 0.37 3.64 Vu < PhiVc12 Not Reqd 1 3.6 0.0 0.0 +1.20D+1.60L 1 0.85 4.00 0.78 0.78 0.72 0.36 3.63 Vu < PhiVc12 Not Reqd 1 3.6 0.0 0.0 +1.20D+1.60L 1 0.87 4.00 0.77 0.77 0.73 0.35 3.62 Vu < PhiVc12 Not Reqd 1 3.6 0.0 0.0 +1.20D+1.60L 1 0.90 4.00 0.77 0.77 0.75 0.34 3.62 Vu < PhiVc12 Not Reqd 1 3.6 0.0 0.0 +1.20D+1.60L 1 0.92 4.00 0.77 0.77 0.77 0.33 3.61 Vu < PhiVc/2 Not Reqd 1 3.6 0.0 0.0 +1.20D+1.60L 1 0.94 4.00 0.76 0.76 0.78 0.32 3.61 Vu < PhiVct2 Not Reqd 1 3.6 0.0 0.0 +1.20D+1.60L 1 0.96 4.00 0.76 0.76 0.80 0.32 3.60 Vu < PhiVc/2 Not Reqd 1 3.6 0.0 0.0 +1.20D+1.60L 1 0.98 4.00 0,76 0.76 0.82 0.31 3.60 Vu < PhiVc12 Not Reqd 1 3.6 0.0 0.0 +1.20D+1.60L 1 1.01 4.00 0.75 0.75 0.83 0.30 3.60 Vu < PhiVc12 Not Reqd 1 3.6 0.0 0.0 +1.20D+1.60L 1 1.03 4.00 0.75 0.75 0.85 0.29 3.59 Vu < PhiVc12 Not Reqd 1 3.6 0.0 0.0 +1.20D+1.60L 1 1.05 4.00 0.75 0.75 0.87 0.29 3.59 Vu < PhiVc12 Not Reqd 1 3.6 0.0 0.0 +1.20D+1.60L 1 1.07 4.00 0.74 0.74 0.88 0.28 3.58 Vu < PhiVc12 Not Reqd 1 3.6 0.0 0.0 +1.20D+1.60L 1 1.09 4.00 0.74 0.74 0.90 0.27 3.58 Vu < PhiVc/2 Not Reqd 1 3.6 0.0 0.0 +1.20D+1.60L 1 1.11 4.00 0.74 0.74 0.92 0.27 3.58 Vu < PhiVc12 Not Reqd 1 3.6 0.0 0.0 +1.20D+1.60L 1 1.14 4.00 0.73 0.73 0.93 0.26 3.57 Vu < PhiVc12 Not Reqd 1 3.6 0.0 0.0 +1.20D+1.60L 1 1.16 4.00 0.73 0.73 0.95 0.26 3.57 Vu < PhiVc12 Not Reqd 1 3.6 0.0 0.0 +1.20D+1.60L 1 1.18 4.00 0.73 0.73 0.96 0.25 3.57 Vu < PhiVct2 Not Reqd 1 3.6 0.0 0.0 +1.20D+1.60L 1 1.20 4.00 0.72 0.72 0.98 0.25 3.56 Vu < PhiVc12 Not Reqd 1 3.6 0.0 0.0 Stephen T, Kicinski, PE Project Title: Ellisport En ineer: Project ID: Ellisport Engineering, Inc, 9 E i1 ► i n eeri n o T 11C• 2050181 st AveSW Vashon, WA 98070 Project Descr 206-463-5311 (p) 206-463-2578 M email@ellisportengineering,com www.ellis rters lneerin -corn Printed:l5MAR2017, 2:OOPM fife=1-.kEneM*%PR1869-11CHURCH-1.EC6 Concrete Beam ENEROKC. INC.1983-2017, Build:6.17.2.28, Ver:6.17.2.28 .r.� ��..,..... ,,, Description : Churchill - Structural slab 12' span, 6'tdb Detailed_ Shear Information Span Distance 'd' Vu (k) Mu d*Vu1Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing (in) Load Combination Number (n) (in) Actual Design (0) _ (k) (k) (k) Req'd Suggest +1.2 D+1 AL 1 1.22 4.00 0.72 0.72 _ 1.00 0.24 3.56 Vu < PhiVd2 Not Reqd 1 3.6 0.0 0.0 +1.20D+1,60L 1 1.25 4.00 0.72 0.72 1.01 0.24 3.56 Vu < PhiVd2 Not Reqd 1 3,6 0.0 0.0 +1,20D+1.60L 1 1.27 4.00 0.71 0.71 1.03 0.23 3.55 Vu < PhiVc12 Not Reqd 1 3.6 0.0 0.0 +1.20D+1.60L 1 1.29 4.00 0.71 0.71 1.04 0.23 3.55 Vu < PhiVc12 Not Reqd 1 3.6 0.0 0.0 +1.20D+1.60L 1 1.31 4.00 0.71 0.71 1.06 0.22 3.55 Vu < PhiVd2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 1.33 4.00 0.70 0.70 1.07 0.22 3.55 Vu < PhiVd2 Not Reqd 1 3.5 0.0 0.0 +1,20D+1.60L 1 1.36 4.00 0.70 0.70 1.09 0.21 3.54 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 +1,20D+1.60L 1 1.38 4.00 0.70 0.70 1.10 0.21 3.54 Vu < PhiVd2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 1.40 4.00 0.69 0.69 1.12 0.21 3.54 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 1.42 4.00 0.69 0.69 1.13 0.20 3.54 Vu < PhiVd2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 1.44 4.00 0.69 0.69 1.15 0.20 3.54 Vu < PhiVd2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 1.46 4.00 0.68 0.68 1.16 0.20 3.53 Vu < PhiVd2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 1.49 4.00 0.68 0.68 1.18 0.19 3.53 Vu < PhiVd2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 1.51 4.00 0.68 0.68 1.19 0.19 3.53 Vu < PhiVd2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 1.53 4.00 0.67 0.67 1.21 0.19 3.53 Vu < PhiVd2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 1.55 4.00 0.67 0.67 1.22 0.18 3.53 Vu < PhiVd2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 1.57 4.00 0.67 0.67 1.24 0.18 3.52 Vu < PhiVd2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 1.60 4.00 0.67 0.67 1.25 0.18 3.52 Vu < PhiVd2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 1.62 4.00 0.66 0.66 1.27 0.17 3.52 Vu < PhiVd2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 1.64 4.00 0.66 0.66 1.28 0.17 3.52 Vu < PhiVd2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 1.66 4.00 0.66 0.66 1.30 0.17 3.52 Vu < PhiVd2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 1.68 4.00 0.65 0.65 1.31 0.17 3.52 Vu < PhiVd2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 1.70 4.00 0.65 0.65 1.33 0.16 3.51 Vu < PhiVd2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 1.73 4.00 0.65 0.65 1.34 0.16 3.51 Vu < PhiVd2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 1.75 4.00 0.64 0.64 1.35 0.16 3.51 Vu < PhiVd2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 1.77 4.00 0.64 0.64 1.37 0.16 3.51 Vu < PhiVd2 Not Reqd 1 3.5 0.0 0.0 +1,20D+1.60L 1 1.79 4.00 0.64 0.64 1.38 0.15 3.51 Vu < PhiVd2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1,60L 1 1.81 4.00 0.63 0.63 1.40 0.15 3.51 Vu < PhiVd2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 1.84 4.00 0.63 0.63 1.41 0.15 3.51 Vu < PhiVd2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 1.86 4.00 0.63 0.63 1.42 0.15 3.51 Vu < PhiVd2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 1.88 4.00 0.62 0.62 1.44 0.14 3.50 Vu < PhiVd2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 1.90 4.00 0.62 0.62 1.45 0.14 3.50 Vu < PhiVd2 Not Reqd 1 3.5 0.0 0.0 +1,20D+1.60L 1 1.92 4.00 0.62 0.62 1.46 0.14 3.50 Vu < PhiVct2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 1.95 4.00 0.61 0.61 1.48 0.14 3.50 Vu < PhiVd2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 1.97 4.00 0.61 0.61 1.49 0.14 3.50 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 1.99 4.00 0.61 0.61 1.50 0.13 3.50 Vu < PhiVd2 Not Reqd 1 3.5 0.0 0.0 +1,20D+1.60L 1 2.01 4.00 0.60 0.60 1.52 0.13 3.50 Vu < PhiVd2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 2.03 4.00 0.60 0.60 1.53 0.13 3.50 Vu < PhiVd2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 2.05 4.00 0.60 0.60 1.54 0.13 3.49 Vu < PhiVd2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1,60L 1 2.08 4.00 0.59 0.59 1.56 0.13 3.49 Vu < PhiVd2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1,60L 1 2.10 4.00 0.59 0.59 1.57 0.13 3.49 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 +1.20D+1,60L 1 2.12 4.00 0.59 0.59 1.58 0.12 3.49 Vu < PhiVd2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 2.14 4.00 0.58 0.58 1.59 0.12 3.49 Vu < PhiVd2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 2.16 4.00 0.58 0.58 1.61 0.12 3.49 Vu < PhiVd2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 2.19 4.00 0.58 0.58 1.62 0.12 3.49 Vu < PhiVd2 Not Reqd 1 3.5 0.0 0.0 +1,20D+1.60L 1 2.21 4.00 0.57 0.57 1.63 0.12 3.49 Vu < PhiVd2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 2.23 4.00 0.57 0.57 1.64 0.12 3.49 Vu < PhiVd2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 2.25 4.00 0.57 0.57 1.66 0.11 3.49 Vu < PhiVd2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 2.27 4.00 0.56 0.56 1.67 0.11 3.49 Vu < PhiVd2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 2.30 4.00 0.56 0.56 1.68 0.11 3.48 Vu < PhiVd2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 2.32 4.00 0.56 0.56 1.69 0.11 3.48 Vu < PhiVd2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 2.34 4.00 0.55 0.55 1.71 0.11 3.48 Vu < PhiVd2 Not Reqd 1 3.5 0.0 0.0 +1,20D+1,60L 1 2.36 4.00 0.55 0.55 1.72 0.11 3.48 Vu<PhiVd2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1,60L 1 2.38 4.00 0.55 0.55 1.73 0.11 3.48 Vu < PhiVd2 Not Reqd 1 3.5 0.0 0.0 Ell iport Stephen T. Kicinski, PE Project Title: Ellisport Engineering, Inc, Engineer: Protect ID: E 11 i tl t'VTi 11 y i i 1 c. 20501 81 st AveSW Vashon, WA 98070 Project Descr: 206-463-5311 (p) 206-463-2578 (f) email@ellisportengineering.com www.ellIs Tien Ineedn .r.om Prinfed:l5MAR2017, 2:OOPM File =I:1EMMn C11'R1669 KKURCN-LEGS concrete Beam ENFRCALC, INC.1%3-20t7,_Build:6.17.2.28, Ver6.17.2.28 Description : Churchill - Structural slab 12' span, 61rib Detailed Shear Information - Span Distance 'd Vu (k) Mu d"VulMu Phi"Vc Comment Phi"Vn Spacing (in) P(k) Load Combination Number (ft) (in) Actual Design (01f (k) (k) (k} Reqd Suggest +1.20D+1.60L 1 2.40 4.00 0.54 0.54 1.74 0.10 3.48 Vu < PhiVd2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 2.43 4.00 0.54 0.54 1.75 0.10 3.48 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 2.45 4.00 0.54 0.54 1.77 0.10 3.48 Vu < PhiVc/2 Not Regd 1 3.5 0.0 0.0 +1.20D+1.60L 1 2.47 4.00 0.53 0.53 1.78 0.10 3.48 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 2.49 4.00 0.53 0.53 1.79 0.10 3.48 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1,20D+1.60L 1 2.51 4.00 0.53 0.53 1.80 0.10 3.48 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 2.54 4.00 0.52 0.52 1.81 0.10 3.48 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 2.56 4.00 0.52 0.52 1.82 0.10 3.48 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 2.58 4.00 0.52 0.52 1.83 0.09 3.47 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1,20D+1.60L 1 2.60 4.00 0.51 0.51 1.85 0.09 3.47 Vu < PhiVct2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 2.62 4.00 0.51 0.51 1.86 0.09 3.47 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 2.64 4.00 0.51 0.51 1.87 0.09 3.47 Vu < PhiVcl2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 2.67 4.00 0.50 0.50 1.88 0.09 3.47 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 2.69 4.00 0.50 0.50 1.89 0.09 3.47 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 2.71 4.00 0.50 0.50 1.90 0.09 3.47 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 2.73 4.00 0.49 0.49 1.91 0.09 3.47 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1,60L 1 2.75 4.00 0.49 0.49 1.92 0.08 3.47 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 +1,20D+1.60L 1 2.78 4.00 0.49 0.49 1.93 0.08 3.47 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 2.80 4.00 0.48 0.48 1.94 0.08 3.47 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 2.82 4.00 0.48 0.48 1.95 0.08 3.47 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 2.84 4.00 0.48 0.48 1.96 0.08 3.47 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 2.86 4.00 0.47 0.47 1.98 0.08 3.47 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 2.89 4.00 0.47 0.47 1.99 0.08 3.47 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 2.91 4.00 0.47 0.47 2.00 0.08 3.47 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 2.93 4.00 0.46 0.46 2.01 0.08 3.46 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1,60L 1 2.95 4.00 0.46 0.46 2.02 0.08 3.46 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 2.97 4.00 0.46 0.46 2.03 0.08 3.46 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 2.99 4.00 0.45 0.45 2.04 0.07 3.46 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1,20D+1.60L 1 3.02 4.00 0.45 0.45 2.05 0.07 3.46 Vu < PhiVcl2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 3.04 4.00 0.45 0.45 2.06 0.07 3.46 Vu < PhiVcl2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 3.06 4.00 0.44 0.44 2.07 0.07 3.46 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 3.08 4.00 0.44 0.44 2.08 0.07 3.46 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 3.10 4.00 0.44 0.44 2.08 0.07 3.46 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 3.13 4.00 0.43 0.43 2.09 0.07 3.46 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 +1.20D+1,60L 1 3.15 4.00 0.43 0.43 2.10 0.07 3.46 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 3.17 4.00 0.43 0.43 2.11 0.07 3.46 Vu < PhiVG12 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 3.19 4.00 0.42 0.42 2.12 0.07 3.46 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 3.21 4.00 0.42 0.42 2.13 0.07 3.46 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 3.23 4.00 0.42 0.42 2.14 0.07 3.46 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 3.26 4.00 0.41 0.41 2.15 0.06 3.46 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.200+1.60L 1 3.28 4.00 0.41 0.41 2.16 0.06 3.46 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 3.30 4.00 0.41 0.41 2.17 0.06 3.46 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 3.32 4.00 0.40 0.40 2.18 0.06 3.46 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 3.34 4.00 0.40 0.40 2.19 0.06 3.46 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1,20D+1,60L 1 3.37 4.00 0.40 0.40 2.19 0.06 3.46 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.200+1.60L 1 3.39 4.00 0.39 0.39 2.20 0.06 3.45 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1,20D+1.60L 1 3.41 4.00 0.39 0.39 2.21 0.06 3.45 Vu < PhiVcl2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1,60L 1 3.43 4.00 0.39 0.39 2.22 0.06 3.45 Vu < PhiVcJ2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 3.45 4.00 0.38 0.38 2.23 0.06 3.45 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 3.48 4.00 0.38 0.38 2.24 0.06 3.45 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1,20D+1.60L 1 3.50 4.00 0.38 0.38 2.25 0.06 3.45 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 3.52 4.00 0.37 0.37 2.25 0.06 3.45 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 3.54 4.00 0.37 0.37 2.26 0.05 3.45 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 3.56 4.00 0.37 0.37 2.27 0.05 3.45 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 Pro ct Ellis�x�rt Stephen T. Kicinski, PE Enleneerle: Ellisport Engineering, Inc. g Project ID: 2050181 st AveSW Vashon, WA 98070 Project Descr: 206-463-5311 (p) 206-463-2578 (f) email@ellisportengineering.com www.ellis omen ineLadn .com Pn sshsw�2Q11. z:ooPM File=1:1Enercalc\PR18fi9,-I%GHURCH-1.ECb Concrete Beam P4ERCALC. INC, 1M3.2017.Bulld:6.17,2.28,Ver.6.17.2.28 Description : Churchill - Structural slab 12' span, 6'Mb Shear Information _ _Detailed Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd Suggest +1!6D+1.60L 1 3.58 4.00 0.36 0.36 2.28 0.05 3.45 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 3.61 4.00 0.36 0.36 2.29 0.05 3.45 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 3.63 4.00 0.36 0.36 2.29 0.05 3.45 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1,20D+1.60L 1 3.65 4.00 0.35 0.35 2.30 0.05 3.45 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 3.67 4.00 0.35 0.35 2.31 0.05 3.45 Vu < PhiVc/2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 3.69 4.00 0.35 0.35 2.32 0.05 3.45 Vu < PhiVc/2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 3.72 4.00 0.34 0.34 2.32 0.05 3.45 Vu < PhiVc/2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 3.74 4.00 0.34 0.34 2.33 0.05 3.45 Vu < PhiVc/2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 3.76 4.00 0.34 0.34 2.34 0.05 3.45 Vu < PhiVc/2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 3.78 4.00 0.34 0.34 2.35 0.05 3.45 Vu < PhiVc/2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 3.80 4.00 0.33 0.33 2.35 0.05 3.45 Vu < PhiVc/2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 3.83 4.00 0.33 0.33 2.36 0.05 3.45 Vu < PhiVc/2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 3.85 4.00 0.33 0.33 2.37 0.05 3.45 Vu < PhiVc/2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 3.87 4.00 0.32 0.32 2.38 0.05 3.45 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 3.89 4.00 0.32 0.32 2.38 0.04 3.45 Vu < PhiVc/2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 3.91 4.00 0.32 0.32 2.39 0.04 3.45 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 3.93 4.00 0.31 0.31 2.40 0.04 3.45 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 3.96 4.00 0.31 0.31 2.40 0.04 3.44 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 3.98 4.00 0.31 0.31 2.41 0.04 3.44 Vu < PhiVc/2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 4.00 4.00 0.30 0.30 2.42 0.04 3.44 Vu < PhiVc/2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 4.02 4.00 0.30 0.30 2.42 0.04 3.44 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 4.04 4.00 0.30 0.30 2.43 0.04 3.44 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 4.07 4.00 0.29 0.29 2.44 0.04 3.44 Vu < PhiVc/2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 4.09 4.00 0.29 0.29 2.44 0.04 3.44 Vu < PhiVc/2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 4.11 4.00 0.29 0.29 2.45 0.04 3.44 Vu < PhiVc/2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1. 4.13 4.00 0.28 0.28 2.45 0.04 3.44 Vu < PhiVc/2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 4.15 4.00 0.28 0.28 2.46 0.04 3.44 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 4.17 4.00 0.28 0.28 2.47 0.04 3.44 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 4.20 4.00 0.27 0.27 2.47 0.04 3.44 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 4.22 4.00 0.27 0.27 2.48 0.04 3.44 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 4.24 4.00 0.27 0.27 2.48 0.04 3.44 Vu < PhiVc/2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 4.26 4.00 0.26 0.26 2.49 0.04 3.44 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 4.28 4.00 0.26 0.26 2.50 0.03 3.44 Vu < PhiVct2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 4.31 4.00 0.26 0.26 2.50 0.03 3.44 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 4.33 4.00 0.25 0.25 2.51 0.03 3.44 Vu < PhiVc/2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 4.35 4.00 0.25 0.25 2.51 0.03 3.44 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 4.37 4.00 0.25 0.25 2.52 0.03 3.44 Vu < PhiVc/2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 4.39 4.00 0.24 0.24 2.52 0.03 3.44 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 4.42 4.00 0.24 0.24 2.53 0.03 3.44 Vu < PhiVc/2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 4.44 4.00 0.24 0.24 2.53 0.03 3.44 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 4.46 4.00 0.23 0.23 2.54 0.03 3.44 Vu < PhiVc/2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 4.48 4.00 0.23 0.23 2.54 0.03 3.44 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 4.50 4.00 0.23 0.23 2.55 0.03 3.44 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 4.52 4.00 0.22 0.22 2.55 0.03 3.44 Vu < PhiVc/2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 4.55 4.00 0.22 0.22 2.56 0.03 3.44 Vu < PhiVc/2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 4.57 4.00 0.22 0.22 2.56 0.03 3.44 Vu < PhlVc/2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 4.59 4.00 0.21 0.21 2.57 0.03 3.44 Vu < PhiVc/2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 4.61 4.00 0.21 0.21 2.57 0.03 3.44 Vu < PhiVc/2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 4.63 4.00 0.21 0.21 2.58 0.03 3.44 Vu < PhiVc/2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 4.66 4.00 0.20 0.20 2.58 0.03 3.44 Vu < PhiVc/2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 4.68 4.00 0.20 0.20 2.59 0.03 3.43 Vu < PhiVc/2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 4.70 4.00 0.20 0.20 2.59 0.03 3.43 Vu < PhiVc/2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 4.72 4.00 0.19 0.19 2.59 0.02 3.43 Vu < PhiVc/2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 4.74 4.00 0.19 0.19 2.60 0.02 3.43 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 Stephen T. Kicinski, PE Project Title: Ellispor[ Engineer: Protect ID: . Ellisport Engineering, Inc, Project Descr: Ei��ritirrriiitr IIrC.- 2050181 st AveSW Vashon,WA 98070 206-463-5311 (p) 206-463-2578 (f) email@ellisportengineering.com www.elhs often inee(m .Conn PI869-MHU CH-1-E M File = I;1EeercxlclPRi869-i1CFEURCH-1.ECfi Concrete Beam ENERCALC, INC.1983-2017_ Build:6.17.228, Ver,6.17.2.28 Description : Churchill - 81mchiral slab 12' span, 6'trlb Detailed Shear Information 'd' Vu (k) - -- - Mu d*Vu/Mu Phi*Vc - Comment - - Phi*Vs Phi*Vn Spacing (in) Load Combination Span Number Distance (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd Suggest +1.20D+1.60L 1 4.77 4.00 0.19 0.19 2.60 0.02 3.43 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0,0 +1.20D+1,60L 1 4.79 4.00 0.18 0.18 2.61 0.02 3.43 Vu < PhiVc/2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 4.81 4.00 0.18 0.18 2.61 0.02 3.43 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 4.83 4.00 0.18 0.18 2.61 0.02 3.43 Vu < PhiVc/2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 4.85 4.00 0.17 0.17 2.62 0.02 3.43 Vu < PhiVc/2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 4.87 4.00 0.17 0.17 2.62 0.02 3.43 Vu < PhiVc/2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 4.90 4.00 0.17 0.17 2.63 0.02 3.43 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 4.92 4.00 0.16 0.16 2.63 0.02 3.43 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 4.94 4.00 0.16 0.16 2.63 0.02 3.43 Vu < PhiVc/2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 4.96 4.00 0.16 0.16 2.64 0.02 3.43 Vu < PhiVc/2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 4.98 4.00 0.15 0.15 2.64 0.02 3.43 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 5.01 4.00 0.15 0.15 2.64 0.02 3.43 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 5.03 4.00 0.15 0.15 2.65 0.02 3.43 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 5.05 4.00 0.14 0.14 2.65 0.02 3.43 Vu < PhiVc/2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 5.07 4.00 0.14 0.14 2.65 0.02 3.43 Vu < PhiVc/2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 5.09 4.00 0.14 0.14 2.66 0.02 3.43 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 5.11 4.00 0.13 0.13 2.66 0.02 3.43 Vu < PhiVc/2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 5.14 4.00 0.13 0.13 2.66 0.02 3.43 Vu < PhiVc/2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 5.16 4.00 0.13 0.13 2.66 0.02 3.43 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 5.18 4.00 0.12 0.12 2.67 0.02 3.43 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 5.20 4.00 0.12 0.12 2.67 0.02 3.43 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L i 5.22 4.00 0.12 0.12 2.67 0.01 3.43 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 5.25 4.00 0.11 0.11 2.68 0.01 3.43 Vu < PhiVc/2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 5.27 4.00 0.11 0.11 2.68 0.01 3.43 Vu < PhiVc/2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 5.29 4.00 0.11 0.11 2.68 0.01 3.43 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 5.31 4.00 0.10 0.10 2.68 0.01 3.43 Vu < PhiVc/2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 5.33 4.00 0.10 0.10 2.68 0.01 3.43 Vu < PhiVct2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 5.36 4.00 0.10 0.10 2.69 0.01 3.43 Vu < PhiVc/2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 5.38 4.00 0.09 0.09 2.69 0.01 3.43 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 5.40 4.00 0.09 0.09 2.69 0.01 3.43 Vu < PhiVc/2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 5.42 4.00 0.09 0.09 2.69 0.01 3.43 Vu < PhiVc/2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 5.44 4.00 0.08 0.08 2.69 0.01 3.43 Vu < PhiVc/2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 5.46 4.00 0.08 0.08 2.70 0.01 3.43 Vu < PhiVd2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 5.49 4.00 0.08 0.08 2.70 0.01 3.43 Vu < PhiVc/2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 5.51 4.00 0.07 0.07 2.70 0.01 3.43 Vu < PhiVc/2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 5.53 4.00 0.07 0.07 2.70 0.01 3.43 Vu < PhiVc/2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 5.55 4.00 0.07 0.07 2.70 0.01 3.42 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 5.57 4.00 0.06 0.06 2.70 0.01 3.42 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 5.60 4.00 0.06 0.06 2.71 0.01 3.42 Vu < PhiVc(2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 5.62 4.00 0.06 0.06 2.71 0.01 3.42 Vu < PhiVc/2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 5.64 4.00 0.05 0.05 2.71 0.01 3.42 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 5.66 4.00 0.05 0.05 2.71 0.01 3.42 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 5.68 4.00 0.05 0.05 2.71 0.01 3.42 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 5.70 4.00 0.04 0.04 2.71 0.01 3.42 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 5.73 4.00 0.04 0.04 2.71 0.01 3.42 Vu < PhiVc/2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 5.75 4.00 0.04 0.04 2.71 0.00 3.42 Vu < PhiVc/2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 5.77 4.00 0.03 0.03 2.71 0.00 3.42 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 5.79 4.00 0.03 0.03 2.71 0.00 3.42 Vu < PhiVc/2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 5.81 4.00 0.03 0.03 2.72 0.00 3.42 Vu < PhiVcl2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 5.84 4.00 0.02 0.02 2.72 0.00 3.42 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 5.86 4.00 0.02 0.02 2.72 0.00 3.42 Vu < PhiVc/2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 5.88 4.00 0.02 0.02 2.72 0.00 3.42 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 5.90 4.00 0.01 0.01 2.72 0.00 3.42 Vu < PhiVct2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 5.92 4.00 0.01 0.01 2.72 0.00 3.42 Vu < PhiVc/2 Not Reqd 1 3.4 0.0 0.0 Ellis port f Stephen T. Kicinski, PE Project Title: Ellisport Engineering, Inc. Engineer: Project ID: 2050181 st AveSW Vashon, WA 98070 Project Descr: 206-463-5311(p) 206463-2578 (fl email@ellisportengineering.com www.ellls rten ineerin .cam Prnted:l5MARa037, 2:OOPM File =1:IEnercaiclPR€869-1i HURCH-1.Ea Concrete Beam ENERCALC, INC,1983-2017, BuIW:6.17.228, Ver.6.17.2.28 Description : Churchill - Structural slab 12 span, 6'bib Detailed Shear Information Span Distance V Vu (k) _ Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing (in) Load Combination Number (ft) (n) Actual Design (k-tt) (k) _ M (k) Reqd Suggest +1.29D+1.60L 1 5.95 4.00 0.01 0.01 2.72 0.00 3.42 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 5.97 4.00 0.00 0.00 2.72 0.00 3.42 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 5.99 4.00 0.00 0.00 2.72 0.00 3.42 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 6.01 4.00 -0.00 0.00 2.72 0.00 3.42 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 6.03 4.00 -0.00 0.00 2.72 0.00 3.42 Vu < PhiVG2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 6.05 4.00 -0.01 0.01 2.72 0.00 3.42 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 6.08 4.00 -0.01 0.01 2.72 0.00 3.42 Vu < PhiVcl2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 6.10 4.00 -0.01 0.01 2.72 0.00 3.42 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 6.12 4.00 -0.02 0.02 2.72 0.00 3.42 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 6.14 4.00 -0.02 0.02 2.72 0.00 3.42 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 6.16 4.00 -0.02 0.02 2.72 0.00 3.42 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 6.19 4.00 -0.03 0.03 2.72 0.00 3.42 Vu < PhiVd2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 6.21 4.00 -0.03 0.03 2.71 0.00 3.42 Vu < PhiVcJ2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 6.23 4.00 -0.03 0.03 2.71 0.00 3.42 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 6.25 4.00 -0.04 0.04 2.71 0.00 3.42 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 6.27 4.00 -0.04 0.04 2.71 0.01 3.42 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 6.30 4.00 -0.04 0.04 2.71 0.01 3.42 Vu < PhiVcl2 Not Reqd 1 3.4 0.0 0.0 +1.200+1.60L 1 6.32 4.00 -0.05 0.05 2.71 0.01 3.42 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 6.34 4.00 -0.05 0.05 2.71 0.01 3.42 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 6.36 4.00 -0.05 0.05 2.71 0.01 3.42 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 6.38 4.00 -0.06 0.06 2.71 0.01 3.42 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 6.40 4.00 -0.06 0.06 2.71 0.01 3.42 Vu < PhiVcl2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 6.43 4.00 -0.06 0.06 2.70 0.01 3.42 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 6.45 4.00 -0.07 0.07 2.70 0.01 3.42 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 6.47 4.00 -0.07 0.07 2.70 0.01 3.43 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 6.49 4.00 -0.07 0.07 2.70 0.01 3.43 Vu < PhiVd2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 6.51 4.00 -0.08 0.08 2.70 0.01 3.43 Vu < PhiVcJ2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 6.54 4.00 -0.08 0.08 2.70 0.01 3.43 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 6.56 4.00 -0.08 0.08 2.69 0.01 3.43 Vu < PhiVcl2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 6.58 4.00 -0.09 0.09 2.69 0.01 3.43 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 6.60 4.00 -0.09 0.09 2.69 0.01 3.43 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 6.62 4.00 -0.09 0.09 2.69 0.01 3.43 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 6.64 4.00 -0.10 0.10 2.69 0.01 3.43 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 6.67 4.00 -0.10 0.10 2.68 0.01 3.43 Vu < PhiVd2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 6.69 4.00 -0.10 0.10 2.68 0.01 3.43 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 6.71 4.00 -0.11 0.11 2.68 0.01 3.43 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 6.73 4.00 -0.11 0.11 2.68 0.01 3.43 Vu < PhiVd2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 6.75 4.00 -0.11 0.11 2.68 0.01 3.43 Vu < PhiVcl2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 6.78 4.00 -0.12 0.12 2.67 0.01 3.43 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 6.80 4.00 -0.12 0.12 2.67 0.02 3.43 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 6.82 4.00 -0.12 0.12 2.67 0.02 3.43 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 6.84 4.00 -0.13 0.13 2.66 0.02 3.43 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 6.86 4.00 -0.13 0.13 2.66 0.02 3.43 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 6.89 4.00 -0.13 0.13 2.66 0.02 3.43 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 6.91 4.00 -0.14 0.14 2.66 0.02 3.43 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 6.93 4.00 -0.14 0.14 2.65 0.02 3.43 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 6.95 4.00 -0.14 0.14 2.65 0.02 3.43 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 6.97 4.00 -0.15 0.15 2.65 0.02 3.43 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +120D+1.60L 1 6.99 4.00 -0.15 0.15 2.64 0.02 3.43 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 7.02 4.00 -0.15 0.15 2.64 0.02 3.43 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 7.04 4.00 -0.16 0.16 2.64 0.02 3.43 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 7.06 4.00 -0.16 0.16 2.63 0.02 3.43 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 7.08 4.00 -0.16 0.16 2.63 0.02 3.43 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 7.10 4.00 -0.17 0.17 2.63 0.02 3.43 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 {{ Ell i tipc�rt Stephen T. Kicinski, PE I Ellisport Engineering, Inc. Enirineerilh' inc. 2050181stAveSW Vashon,WA 98070 206-463-5311(p) 206-463-2578 (1) email@ellisportengineedng.com vuNm.ellisoortengineer ng.com Concrete Beam Description : Churchill - Structural slab 12' span, 6'trib Project Title: Engineer: Project ID: Project Descr, Printed: 15 MAR 2017. 2:OOPM File=I.Inercalc1PR1865-liCHURCH-I.EC6 INC.1983-2017. Bulid:6,17.2.28. Ver:6.17,2.28 Detailed Shear Information Span Distance 'd Vu (k) Mu d*VUIMU Phi*Vc Comment Phi*Vs Phi*Vn Spacing (in) Load Combination Number (ft) (In) Actual Design (0) (k) (k) (k) Req'd Suggest +1.20D+1.60L _ 1 7.13 4.00 -0.17 0.17 2.62 0.02 3.43 Vu < PhiVcl2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 7.15 4.00 -0.17 0.17 2.62 0.02 3.43 Vu < PhiVcl2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 7.17 4.00 -0.18 0.18 2.61 0.02 3.43 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 7.19 4.00 -0.18 0.18 2.61 0.02 3.43 Vu < PhiVd2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 7.21 4.00 -0.18 0.18 2.61 0.02 3.43 Vu < PhiVcl2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 7.23 4.00 -0.19 0.19 2.60 0.02 3.43 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 7.26 4.00 -0.19 0.19 2.60 0.02 3.43 Vu < PhiVcl2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 7.28 4.00 -0.19 0.19 2.59 0.02 3.43 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L •, 7.30 4.00 -0.20 0.20 2.59 0.03 3.43 Vu < PhiVcl2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 7.32 4.00 -0.20 0.20 2.59 0.03 3.43 Vu < PhiVcl2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 7.34 4.00 -0.20 0.20 2.58 0.03 3.44 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 7.37 4.00 -0.21 0.21 2.58 0.03 3.44 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 7.39 4.00 -0.21 0.21 2.57 0.03 3.44 Vu < PhiVcl2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 7.41 4.00 -0.21 0.21 2.57 0.03 3.44 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 7.43 4.00 -0.22 0.22 2.56 0.03 3.44 Vu < PhiVc/2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 7.45 4.00 -0.22 0.22 2.56 0.03 3.44 Vu < PhiVct2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 7.48 4.00 -0.22 0.22 2.55 0.03 3.44 Vu < PhiVcl2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 7.50 4.00 -0.23 0.23 2.55 0.03 3.44 Vu < PhiVcl2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 7.52 4.00 -0.23 0.23 2.54 0.03 3.44 Vu < PhlVcl2 Not Reqd 1 3.4 0.0 0.0 +1,20D+1.60L 1 7.54 4.00 -0.23 0.23 2.54 0.03 3,44 Vu < PhiVcl2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 7.56 4.00 -0.24 0.24 2.53 0.03 3.44 Vu < PhiVcl2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 7.58 4.00 -0.24 0.24 2.53 0.03 3.44 Vu < PhiVcl2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 7.61 4.00 -0.24 0.24 2.52 0.03 3.44 Vu < Ph1Vc12 Not Reqd 1 3.4 0.0 0.0 +1,20D+1.60L 1 7.63 4.00 -0.25 0.25 2.52 0.03 3.44 Vu < PhiVc/2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 7.65 4.00 -0.25 0.25 2.51 0.03 3.44 Vu < PhiVct2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 7.67 4.00 -0.25 0.25 2.51 0.03 3.44 Vu < PhiVct2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 7.69 4.00 -0.26 0.26 2.50 0.03 3.44 Vu < PhiVcl2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 7.72 4.00 -0.26 0.26 2.50 0.03 3.44 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 7.74 4.00 -0.26 0.26 2.49 0.04 3.44 Vu < PhiVct2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 7.76 4.00 -0.27 0.27 2.48 0.04 3.44 Vu < Ph!Vcl2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 7.78 4.00 -0.27 0.27 2.48 0.04 3.44 Vu < PhiVcl2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 7.80 4.00 -0.27 0.27 2.47 0.04 3.44 Vu < PhiVct2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 7.83 4.00 -0.28 0.28 2.47 0.04 3.44 Vu < PhiVcl2 Not Reqd 1 3.4 0.0 0.0 +1,20D+1.60L 1 7.85 4.00 -0.28 0.28 2.46 0.04 3.44 Vu < PhiVct2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 7.87 4.00 -0.28 0.28 2.45 0.04 3.44 Vu < PhiVct2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 7.89 4.00 -0.29 0.29 2.45 0.04 3.44 Vu < PhiVcl2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 7.91 4.00 -0.29 0.29 2.44 0.04 3.44 Vu < PhiVcl2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 7.93 4.00 -0.29 0.29 2.44 0.04 3.44 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1,20D+1,60L 1 7.96 4.00 -0.30 0.30 2.43 0.04 3.44 Vu < Ph!Vcl2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 7.98 4.00 -0.30 0.30 2.42 0.04 3.44 Vu < PhiVct2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 8.00 4.00 -0.30 0.30 2.42 0.04 3.44 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 8.02 4.00 -0.31 0.31 2.41 0.04 3.44 Vu < PhiVcl2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 8.04 4.00 -0.31 0.31 2.40 0.04 3.44 Vu < PhiVcl2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1,60L 1 8.07 4.00 -0.31 0.31 2.40 0.04 3.45 Vu < PhiVct2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 8.09 4.00 -0.32 0.32 2.39 0.04 3.45 Vu < PhiVcl2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 8.11 4.00 -0.32 0.32 2.38 0.04 3.45 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1,20D+1.60L 1 8.13 4.00 -0.32 0.32 2.38 0.05 3.45 Vu < PhiVcl2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 8.15 4.00 -0.33 0.33 2.37 0.05 3.45 Vu < PhiVcl2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 8.17 4.00 -0.33 0.33 2.36 0.05 3.45 Vu < PhiVd2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 8.20 4.00 -0.33 0.33 2.35 0.05 3.45 Vu < PhiVcJ2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 8.22 4.00 -0.34 0.34 2.35 0.05 3.45 Vu < PhiVcl2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 8.24 4.00 -0.34 0.34 2.34 0.05 3.45 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 8.26 4.00 -0.34 0.34 2.33 0.05 3.45 Vu < PhiVd2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 8.28 4.00 -0.34 0.34 2.32 0.05 3.45 Vu < PhiVct2 Not Reqd 1 3.4 0.0 0.0 Elliport Stephen T. Kicinski, PE Ellisport Engineering, Inc. En<litieeTin, Inc:. 2050181 st AveSW Vashon,WA 98070 206-463-5311 (p) 206-463-2578 (f) email@ellisportengineering.com www.eltisi)ortenlineerinc.com Description : Churchill - Structural slab 12' span, 6'trib Project Title: Engineer: Project Descr: ProiectID: Printed: i5 MAR WW HOPM File = I:1EnePr& PRt869- I%CHURCH-t.EC6 Detailed Shear Information Span Distance d' Vu (k) Mu d*Vu1Mu Phi*Vc Comment Phi*Us Phi*Un Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) M (k) Req'd Suggest +1.205+1.60L 1 8.31 4.00 -0.35 0.35 2.32 0.05 3.45 Vu < PhlVc12 Not Reqd 1 3.4 0.0 0. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 .0 .0 .0 .0 .0 .0 ,0 .0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 T llip<�1 t Stephen T. Kicinski, PE Project Title; ineer: Proiect ID: Ellisport Engineering, Inc, En � E11 >i 11 ee.ri 11 * 111C. 20501 81st AveSW Vashon, WA 98070 Project Descr: 206463-5311 (p) 206463-2578 (f) email@ellispoltengineering,com www.ellis rten ineerin .com OPM PI96S-15CHU fAAR CH-1.017, AU File = islEnercalelYRi669-11CHl1RCH-1.EC6 concrete Beam EN£RCALC, INC.1983.2017, Bulld:6.17,226, Ver.6.17.2.28 l.�� .. Description . Churchill - Structural slab 12' span, 6'trlb Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing (in) Load Combination Number (ft) (in) Actual Design {k1 (k) (k) (k) Req'd Suggest +1,20D+1.60L 1 9.49 4.00 -0.53 0.53 1.80 0.10 3.48 Vu <PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 9.51 4.00 -0.53 0.53 1.79 0.10 3.48 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 9.53 4.00 -0.53 0.53 1.78 0.10 3.48 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 9.55 4.00 -0.54 0.54 1.77 0.10 3.48 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 9.57 4.00 -0.54 0.54 1.75 0.10 3.48 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1,20D+1.60L 1 9.60 4.00 -0.54 0.54 1.74 0.10 3.48 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 9.62 4.00 -0.55 0.55 1.73 0.11 3.48 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 9.64 4.00 -0.55 0.55 1.72 0.11 3.48 Vu < PhiVd2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 9.66 4.00 -0.55 0.55 1.71 0.11 3.48 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 9.68 4.00 -0.56 0.56 1.69 0.11 3.48 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 9.70 4.00 -0.56 0.56 1.68 0.11 3.48 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 9.73 4.00 -0.56 0.56 1.67 0.11 3.49 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1,60L 1 9.75 4.00 -0.57 0.57 1.66 0.11 3.49 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 +1,20D+1.60L 1 9.77 4.00 -0.57 0.57 1.64 0.12 3.49 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1,60L 1 9.79 4.00 -0.57 0.57 1.63 0.12 3.49 Vu < PhiVct2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 9.81 4.00 -0.58 0.58 1.62 0.12 3.49 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1,20D+1.60L 1 9.84 4.00 -0.58 0.58 1.61 0.12 3.49 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1,60L 1 9.86 4.00 -0.58 0.58 1.59 0.12 3.49 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 9.88 4.00 -0.59 0.59 1.58 0.12 3.49 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 9.90 4.00 -0.59 0.59 1.57 0.13 3.49 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1,60L 1 9.92 4.00 -0.59 0.59 1.56 0.13 3.49 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1,20D+1.60L 1 9.95 4.00 -0.60 0.60 1.54 0.13 3.49 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 9.97 4.00 -0.60 0.60 1.53 0.13 3.50 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 9.99 4.00 -0.60 0.60 1.52 0.13 3.50 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 10.01 4.00 -0.61 0.61 1.50 0.13 3.50 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 10.03 4.00 -0.61 0.61 1.49 0.14 3.50 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1,20D+1,60L 1 10.05 4.00 -0.61 0.61 1.48 0.14 3.50 Vu < PhiVd2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 10.08 4.00 -0.62 0.62 1.46 0.14 3.50 Vu < Ph!Vc12 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 10.10 4.00 -0.62 0.62 1.45 0.14 3.50 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 10.12 4.00 -0.62 0.62 1.44 0.14 3.50 Vu < PhiVct2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 10.14 4.00 -0.63 0.63 1.42 0.15 3.51 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 10.16 4.00 -0.63 0.63 1.41 0.15 3.51 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1,20D+1.60L 1 10.19 4.00 -0.63 0.63 1.40 0.15 3.51 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1,20D+1.60L 1 10.21 4.00 -0.64 0.64 1.38 0.15 3.51 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1,60L 1 10.23 4.00 -0.64 0.64 1.37 0.16 3.51 Vu < PhiVct2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1,60L 1 10.25 4.00 -0.64 0.64 1.35 0.16 3.51 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1,60L 1 10.27 4.00 -0.65 0.65 1.34 0.16 3.51 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1,20D+1,60L 1 10.30 4.00 -0.65 0.65 1.33 0.16 3.51 Vu<PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 10.32 4.00 -0.65 0.65 1.31 0.17 3.52 Vu < PhiVct2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 10.34 4.00 -0.66 0.66 1.30 0.17 3.52 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1,20D+1.60L 1 10.36 4.00 -0.66 0.66 1.28 0.17 3.52 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 10.38 4.00 -0.66 0.66 1.27 0.17 3.52 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 10.40 4.00 -0.67 0.67 1.25 0.18 3.52 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1,60L 1 10.43 4.00 -0.67 0.67 1.24 0.18 3.52 Vu < PhiVd2 Not Reqd 1 3.5 0.0 0.0 +1,20D+1.60L 1 10.45 4.00 -0.67 0.67 1.22 0.18 3.53 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 10.47 4.00 -0.67 0.67 1.21 0.19 3.53 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 10.49 4.00 -0.68 0.68 1.19 0.19 3.53 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 10.51 4.00 -0.68 0.68 1.18 0.19 3.53 Vu < PhiVct2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 10.54 4.00 -0.68 0.68 1.16 0.20 3.53 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 +1.20D+1,60L 1 10.56 4.00 -0.69 0.69 1.15 0.20 3.54 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 10.58 4.00 -0.69 0.69 1.13 0.20 3.54 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 10.60 4.00 -0.69 0.69 1.12 0.21 3.54 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1,60L 1 10.62 4.00 -0.70 0.70 1.10 0.21 3.54 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 10.64 4.00 -0.70 0.70 1.09 0.21 3.54 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 Elli port Stephen T. Kicinski, PE Project Title: Engineer: Protect ID. Ellisport Engineering, Inc. Eiilineering111C. 20501 81stAveSW Vashon, WA 98070 Project Descr: 206463-5311 (p) 206463-2578 (f) emall@ellisportengineering.com Wh- . lilsp}�Tten IneeClil .COm __ _ HUM 1115d:l5MAR2CH 1.EC6 File = I:IEnercalc1PR1853-1lGNURCH-1.EC6 Concrete Beam ENERCALC, INC.1983-2017, Bulld:8.17.2.28,Ve[:6.17.2.28 MORM Description : Churchill - Structural slab 12' span, 6'trlb Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu1Mu Phi*Vc Comment Phi*Vs Phi Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) _ (k} (k)) Req'd Suggest -Of 20D+1.60L 1 10.67 4.00 -0.70 0.70 1.07 0.22 3.55 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 10.69 4.00 -0.71 0.71 1.06 0.22 3.55 Vu < Ph1Vc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 10.71 4.00 -0.71 0.71 1.04 0.23 3.55 Vu < PhiVc/2 Not Reqd 1 3.6 0.0 0.0 +1.20D+1.60L 1 10.73 4.00 -0.71 0.71 1.03 0.23 3.55 Vu < PhiVc12 Not Reqd 1 3.6 0.0 0.0 +1.20D+1.60L 1 10.75 4.00 -0.72 0.72 1.01 0.24 3.56 Vu < PhiVc/2 Not Reqd 1 3.6 0.0 0.0 +1.20D+1.60L 1 10.78 4.00 -0.72 0.72 1.00 0.24 3.56 Vu < PhiVc/2 Not Reqd 1 3.6 0.0 0.0 +1.20D+1.60L 1 10.80 4.00 -0.72 0.72 0.98 0.25 3.56 Vu < PhiVc12 Not Reqd 1 3.6 0.0 0.0 +1.20D+1.60L 1 10.82 4.00 -0.73 0.73 0.96 0.25 3.57 Vu < PhiVc/2 Not Reqd 1 3.6 0.0 0.0 +1.20D+1.60L 1 10.84 4.00 -0.73 0.73 0.95 0.26 3.57 Vu < PhiVct2 Not Reqd 1 3.6 0.0 0.0 +1.20D+1.60L 1 10.86 4.00 -0.73 0.73 0.93 0.26 3.57 Vu < PhiVc/2 Not Reqd 1 3.6 0.0 0.0 +1.20D+1.60L 1 10.89 4.00 -0.74 0.74 0.92 0.27 3.58 Vu < PhiVc/2 Not Reqd 1 3.6 0.0 0.0 +1.20D+1.60L 1 10.91 4.00 -0.74 0.74 0.90 0.27 3.58 Vu < PhiVct2 Not Reqd 1 3.6 0.0 0.0 +1.20D+1.60L 1 10.93 4.00 -0.74 0.74 0.88 0.28 3.58 Vu < PhiVc/2 Not Reqd 1 3.6 0.0 0.0 +1.20D+1.60L 1 10.95 4.00 -0.75 0.75 0.87 0.29 3.59 Vu < PhiVct2 Not Reqd 1 3.6 0.0 0.0 +1,20D+1.60L 1 10.97 4.00 -0.75 0.75 0.85 0.29 3.59 Vu < PhiVG/2 Not Reqd 1 3.6 0.0 0.0 +1.20D+1.60L 1 10.99 4.00 -0.75 0.75 0.83 0.30 3.60 Vu < PhiVc/2 Not Reqd 1 3.6 0.0 0.0 +1.20D+1.60L 1 11.02 4.00 -0.76 0.76 0.82 0.31 3.60 Vu < PhiVct2 Not Reqd 1 3.6 0.0 0.0 +1.20D+1,60L 1 11.04 4.00 -0.76 0.76 0.80 0.32 3.60 Vu < PhiVc12 Not Reqd 1 3.6 0.0 0.0 +1.20D+1.60L 1 11.06 4.00 -0.76 0.76 0.78 0.32 3.61 Vu < Ph1Vc12 Not Reqd 1 3.6 0.0 0.0 +1.20D+1,60L 1 11.08 4.00 -0.77 0.77 0.77 0.33 3.61 Vu < PhiVc/2 Not Reqd 1 3.6 0.0 0.0 +1.20D+1.60L 1 11.10 4.00 -0.77 0.77 0.75 0.34 3.62 Vu < PhiVc/2 Not Reqd 1 3.6 0.0 0.0 +1.20D+1.60L 1 11.13 4.00 -0.77 0.77 0.73 0.35 3.62 Vu < PhiVc12 Not Reqd 1 3.6 0.0 0.0 +1.20D+1,60L 1 11.15 4.00 -0.78 0.78 0.72 0.36 3.63 Vu < PhiVc/2 Not Reqd 1 3.6 0.0 0.0 +1.20D+1.60L 1 11.17 4.00 -0.78 0.78 0.70 0.37 3.64 Vu < PhiVc12 Not Reqd 1 3.6 0.0 0.0 +1.20D+1.60L 1 11.19 4.00 -0.78 0.78 0.68 0.38 3.64 Vu < PhiVc/2 Not Reqd 1 3.6 0.0 0.0 +1.20D+1.60L 1 11.21 4.00 -0.79 0.79 0.67 0.39 3.65 Vu < PhiVc12 Not Reqd 1 3.6 0.0 0.0 +1,20D+1.60L 1 11.23 4.00 -0.79 0.79 0.65 0.41 3.66 Vu < PhiVc12 Not Reqd 1 3.7 0.0 0.0 +1.20D+1.60L 1 11.26 4.00 -0.79 0.79 0.63 0.42 3.66 Vu < PhiVc/2 Not Reqd 1 3.7 0.0 0.0 +1.20D+1.60L 1 11.28 4.00 -0.80 0.80 0.61 0.43 3.67 Vu < PhiVc12 Not Reqd 1 3.7 0.0 0.0 +1.20D+1.60L 1 11.30 4.00 -0.80 0.80 0.60 0.45 3.68 Vu < PhiVc/2 Not Reqd 1 3.7 0.0 0.0 +1.20D+1.60L 1 11.32 4.00 -0.80 0.80 0.58 0.46 3.69 Vu < PhiVc/2 Not Reqd 1 3.7 0.0 0.0 +1,20D+1,60L 1 11.34 4.00 -0.81 0.81 0.56 0.48 3.70 Vu < PhiVc12 Not Reqd 1 3.7 0.0 0.0 +1.20D+1.60L 1 11.37 4.00 -0.81 0.81 0.54 0.50 3.71 Vu < PhiVc12 Not Reqd 1 3.7 0.0 0.0 +1.20D+1.60L 1 11.39 4.00 -0.81 0.81 0.53 0.52 3.72 Vu < PhiVd2 Not Reqd 1 3.7 0.0 0.0 +1.20D+1.60L 1 11.41 4.00 -0.82 0.82 0.51 0.54 3.73 Vu < PhiVc/2 Not Reqd 1 3.7 0.0 0.0 +1.20D+1.60L 1 11.43 4.00 -0.82 0.82 0.49 0.56 3.74 Vu < PhiVc/2 Not Reqd 1 3.7 0.0 0.0 +1.20D+1.60L 1 11.45 4.00 -0.82 0.82 0.47 0.58 3.76 Vu < PhiVc12 Not Reqd 1 3.8 0.0 0.0 +1.20D+1.60L 1 11.48 4.00 -0.83 0.83 0.45 0.61 3.77 Vu < PhiVc12 Not Reqd 1 3.8 0.0 0.0 +1.20D+1.60L 1 11.50 4.00 -0.83 0.83 0.44 0.63 3.79 Vu < PhiVc/2 Not Reqd 1 3.8 0.0 0.0 +1.20D+1.60L 1 11.52 4.00 -0.83 0.83 0.42 0.66 3.81 Vu < PhiVc/2 Not Reqd 1 3.8 0.0 0.0 +1,20D+1.60L 1 11.54 4.00 -0.84 0.84 0.40 0.70 3.83 Vu < PhiVc/2 Not Reqd 1 3.8 0.0 0.0 +1.20D+1.60L 1 11.56 4.00 -0.84 0.84 0.38 0.73 3.85 Vu < PhiVc12 Not Reqd 1 3.8 0.0 0.0 +1.20D+1,60L 1 11.58 4.00 -0.84 0.84 0.36 0.77 3.87 Vu < PhiVc/2 Not Reqd 1 3.9 0.0 0.0 +1.20D+1.60L 1 11.61 4.00 -0.85 0.85 0.34 0.82 3.90 Vu < PhiVc/2 Not Reqd 1 3.9 0.0 0.0 +1.20D+1.60L 1 11.63 4.00 -0.85 0.85 0.33 0.87 3.92 Vu < PhiVc12 Not Reqd 1 3.9 0.0 0.0 +1.20D+1.60L 1 11.65 4.00 -0.85 0.85 0.31 0.92 3.96 Vu < PhiVct2 Not Reqd 1 4.0 0.0 0.0 +1.20D+1.60L 1 11.67 4.00 -0.86 0.86 0.29 0.99 3.99 Vu < PhiVc/2 Not Reqd 1 4.0 0.0 0.0 +1.20D+1.60L 1 11.69 4.00 -0.86 0.86 0.27 1.00 4.00 Vu < PhiVc/2 Not Reqd 1 4.0 0.0 0.0 +1.20D+1.60L 1 11.72 4.00 -0.86 0.86 0.25 1.00 4.00 Vu < PhiVc12 Not Reqd 1 4.0 0.0 0.0 +1.20D+1.60L 1 11.74 4.00 -0.87 0.87 0.23 1.00 4.00 Vu < PhiVc/2 Not Reqd 1 4.0 0.0 0.0 +1.20D+1.60L 1 11.76 4.00 -0.87 0.87 0.21 1.00 4.00 Vu < PhiVc12 Not Reqd 1 4.0 0.0 0.0 +1.20D+1.60L 1 11.78 4.00 -0.87 0.87 0.19 1.00 4.00 Vu < PhiVct2 Not Reqd 1 4.0 0.0 0.0 +1.20D+1.60L 1 11.80 4.00 -0.88 0.88 0.18 1.00 4.00 Vu < PhiVc/2 Not Reqd 1 4.0 0.0 0.0 +1.20D+1.60L 1 11.83 4.00 -0.88 0.88 0.16 1.00 4.00 Vu < PhiVc12 Not Reqd 1 4.0 0.0 0.0 Stephen T. Kicinski, PE Project Title: Project ID: r", ixirt Ellisport Engineering, Inc. Engineer: ,i n eer i t' e,, 1 n C.: 20501 81 st AveSW Vashon, WA 98070 Project Descr: 206-463-5311(p) 206-463-2578 (fl email@ellispoftengineedng.com LW4YW.eIIiSpOignQlneerin9. i _ _ _ _ Pdnted:15MAR26H I-EC6 - File = I:1Enercalc1PR1889-1lCHURCFi-1.EC6 Concrete Beam ENERCALC, INC. 1983-2017,Bulld:6.17.2.28,Ver:6,17.2.28 MMEWOMMEIVNEMCM Description . Churchill - Structural slab 12' span, Vdb Detailed_ Shear Information -- Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs (k) Phi*Vn (k) Req'd Spacing (in) Suggest Load Combination Number -OD (ft) (in) Actual Design (k-ft) (k) 4.00 Vu < PhiVcl2 Not Reqd 1 4.0 0.0 0.0 +1.2,1.60E 1 +1.20D+1,60L 1 11.85 11.87 4.00 4.00 -0.88 -0.89 0.88 0.89 0.14 0.12 1.00 1.00 4.00 Vu < PhiVc12 Not Reqd 1 4.0 0.0 0.0 +1.20D+1.60L 1 11.89 4.00 -0.89 0.89 0.10 1.00 4.00 Vu < PhiVc12 Not Reqd 1 4.0 0.0 0.0 +1.20D+1.60L 1 11.91 4.00 -0.89 0.89 0.08 1.00 4.00 Vu < PhiVG12 Not Reqd 1 4.0 0.0 0.0 +1.20D+1.60L 1 11.93 4.00 -0.90 0.90 0.06 1.00 4.00 Vu < PhiVcl2 Not Reqd 1 4.0 0.0 0.0 +1.20D+1.60L 1 11.96 4.00 -0.90 0.90 0.04 1.00 4.00 Vu < PhiVc12 Not Reqd 1 4.0 0.0 0.0 +1.20D+1,60L 1 11.98 4.00 -0.90 0.90 0.02 1.00 4.00 Vu < PhiVc12 Not Reqd 1 4.0 0.0 0.0 +1.20D+1.60L 1 12.00 4.00 -0.91 0.91 0.00 1.00 4.00 Vu < PhiVcl2 Not Reqd 1 4.0 0.0 0.0 Maximum Forces & Stresses for Load Combinations - Load Combination Location (ft) Bending Stress Results (k ft) Segment Length Span # in Span Mu: Max Phi*Mnx Stress Ratio - MAXimum BENDING Envelope 1 12.000 2.72 5.07 0.54 Span # 1 +1.40D 1 12.000 1.83 5.07 0.36 Span # 1 +1,20D+1,60L 1 12.000 2.72 5.07 0.54 Span # 1 +1.20D+0,50L 1 12.000 1.93 5.07 0,38 Span # 1 +1.20D 1 12.000 1,57 5.07 0.31 Span # 1 +0.90D Span # 1 1 12.000 1.17 5.07 0.23 II M Deflections OVera axm ium Load Combination Span Max. "-" Dell Locationin Span Load Combination Max. "+" Defl Location in Span 0.0000 0.000 +D+L 1 0.0778 6.000 iEllis port Stephen T. Kicinski, PE Ellisport Engineering, Inc. En i ri eeri [it j 11c. 2050181 st AveSW Vashon, WA 98070 206-463-5311(p) 206-463-2578 (f) email@elllspoftengineering.com www, ell is oorteno ineeri na.com Concrete Beam Description : Churchill - Structural slab 6' span, 3'trib CODE REFERENCES _ Calculations per ACI 318-11, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties fc = 2.50 ksi " Phi Values fr= fc1i2 7.50 = 375.0 psi yf Density = 145.0 pcf R 1 = X LtWt Factor = 1.0 Elastic Modulus = 3,122.0 ksi Fy - Stirrups fy - Main Rebar = 60.0 ksi E - Stirrups = Stirrup Bar Size # E - Main Rebar = 29,000.0 ksi Number of Resisting Legs Per Stirrup = 12"wx6"h Span=6.0 ft _Cross Section S Reinforcing Details Rectangular Section, Width =12.0 in, Height = 6.0 in Span #1 Reinforcing.... 144 at 1.50 in from Top, from 0.0 to 6.0 ft in this span Span #2 Reinforcing.... 144 at 1.50 in from Top, from 0.0 to 6,0 ft in this span _Applied Loads _ Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : L = 0.040 k/ft, Tributary Width =1.0 ft Load for Span Number 2 Uniform Load : L = 0.040 k/ft, Tributary Width =1.0 ft DESIGN SUMMARY Project Title: Engineer: Project ID: Project Descr: Printed:15 MAR 2017, 2:13PM Flexure: 0.90 Shear . 0.750 0.850 40.0 ksi 29,000.0 ksi 3 2 File = I:lEnerceicTR1869--11CHUF�CH-1.EC6 ENERCALC. INC.1983-2017. Bulld:6.17.2.28. Ver6,17.2,28 12"wx6"h Span=6.0 ft 144 at 2.0 in from Bottom, from 0.0 to 6.0 ft in this span 144 at 2.0 in from Bottom, from 0.0 to 6.0 ft in this span Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio = 0.136 : 1 Maximum Uellectlon Section used for this span Typical Section Max Downward Transient Deflection Mu: Applied-0.6795 k-ft Max Upward Transient Deflection Mn * Phi: Allowable 5.003 k-ft Max Downward Total Deflection Max Upward Total Deflection Location of maximum on span 0.000 ft Span # where maximum occurs Span # 2 vertical Reactions Load Combination Overall MAXimum Overall MINimum D Only +D+L +D+0.750L +0.60D L Only Support notation : Far left is #1 Support 1 Support 2 Support 3 0.253 0.844 0.253 0.090 0.300 0.090 0.163 0.544 0.163 0.253 0.844 0.253 0.231 0.769 0.231 0.098 0.326 0.098 0.090 0.300 0.090 Design • 0.000 in Ratio = 0 <360 0.000 in Ratio = 0 <360 0.002 in Ratio = 35640>=18 0.000 in Ratio = 999 <180 E�lis�wrt Stephen T. Kicinski, PE Ellisport Engineering, Inc. E n i n e. ff i t117 1 t1 C.. 2050181 st AveSW Vashon, WA 98070 206-463-5311 (p) 206.463-2578 (f) email@ellisportengineering.com www.ellisportengineerin_q com Concrete Beam Description : Churchill - Structural slab 6' span, 3'tdb Detailed Shear Information Span Distance Load Combination Number (ft) .1.20D+1.60L 1 0.00 +1.20D+1.60L 0.02 +1,20D+1.60L 1 0.05 +1.20D+1.60L 1 0.07 +1.20D+1.60L 1 0.10 +1.20D+1.60L 1 0.12 +1.20D+1.60L 1 0.15 +1.20D+1,60L 1 0.17 +1.20D+1.60L 1 0.20 +1.20D+1.60L 1 0.22 +1.20D+1.60L 1 0.24 +1.20D+1.60L 1 0.27 +1.20D+1.60L 1 0.29 +1.20D+1.60L 1 0.32 +1.20D+1,60L 1 0.34 +1.20D+1.60L 1 0.37 +1.20D+1.60L 1 0.39 +1.20D+1.60L 1 0.42 +1.20D+1.60L 1 0.44 +1.20D+1.60L 1 0.47 +1.20D+1.60L 1 0.49 +1.20D+1.60L 1 0.51 +1.20D+1.60L 1 0.54 +1.20D+1.60L 1 0.56 +1.20D+1.60L 1 0.59 +1.20D+1.60L 1 0.61 +1.20D+1,60L 1 0.64 +1.20D+1.60L 1 0.66 +1.20D+1.60L 1 0.69 +1.20D+1.60L 1 0.71 +1.20D+1.60L 1 0.73 +1.20D+1.60L 1 0.76 +1.20D+1.60L 1 0.78 +1.20D+1.60L 1 0.81 +1.20D+1.60L 1 0.83 +1.20D+1.60L 1 0.86 +1.20D+1.60L 1 0.88 +1.20D+1,60L 1 0.91 +1.20D+1,60L 1 0.93 +1.20D+1.60L 1 0.96 +1,20D+1.60L 1 0.98 +1.20D+1.60L 1 1.00 +1.20D+1.60L 1 1.03 +1.20D+1.60L 1 1.05 +1.20D+1.60L 1 1.08 +1.20D+1.60L 1 1.10 +1.20D+1.60L 1 1.13 +1.20D+1.60L 1 1.1E +1.20D+1.60L 1 1,18 +1.20D+1.60L ] 1.2C +1.20D+1,60L 1 1.22 +1.20D+1.60L 1 1.2E +1.20D+1.60L 1 1.27 +1.20D+1.60L 1 1.3C Project Title: Engineer: Project Descr: 'd' Vu (k) Mu d*Vu1Mu (h) Actual Des�n (k-ft) 4.00 0.34 0.34 0.00 1.00 4.00 0.34 0.34 0.01 1.00 4.00 0.33 0.33 0.02 1.00 4.00 0.33 0.33 0.02 1.00 4.00 0.32 0.32 0.03 1.00 4.00 0.32 0.32 0.04 1.00 4.00 0.32 0.32 0.05 1.00 4.00 0.31 0.31 0.06 1.00 4.00 0.31 0.31 0.06 1.00 4.00 0.31 0.31 0.07 1.00 4.00 0.30 0.30 0.08 1.00 4.00 0.30 0.30 0.09 1.00 4.00 0.30 0.30 0.09 1.00 4.00 0.29 0.29 0.10 0.97 4.00 0.29 0.29 0.11 0.89 4.00 0.28 0.28 0.11 0.83 4.00 0.28 0.28 0.12 0.77 4.00 0.28 0.28 0.13 0.72 4.00 0.27 0.27 0.14 0.67 4.00 0.27 0.27 0.14 0.63 4.00 0.27 0.27 0.15 0.60 4.00 0.26 0.26 0.15 0.56 4.00 0.26 0.26 0.16 0.53 4.00 0.25 0.25 0.17 0.51 4.00 0.25 0.25 0.17 0.48 4.00 0.25 0.25 0.18 0.46 4.00 0.24 0.24 0.19 0.44 4.00 0.24 0.24 0.19 0.42 4.00 0.24 0.24 0.20 0.40 4.00 0.23 0.23 0.20 0.38 4.00 0.23 0.23 0.21 0.37 4.00 0.23 0.23 0.21 0.35 4.00 0.22 0.22 0.22 0.34 4.00 0.22 0.22 0.23 0.32 4.00 0.21 0.21 0.23 0.31 4.00 0.21 0.21 0.24 0.30 4.00 0.21 0.21 0.24 0.29 4.00 0.20 0.20 0.25 0.28 4.00 0.20 0.20 0.25 0.26 4.00 0.20 0.20 0.26 0.25 4.00 0.19 0.19 0.26 0.25 4.00 0.19 0.19 0.27 0.24 4.00 0.18 0.18 0.27 0.23 4.00 0.18 0.18 0.27 0.22 4.00 0.18 0.18 0.28 0.21 4.00 0.17 0.17 0.28 0.20 4.00 0.17 0.17 0.29 0.20 4.00 0.17 0.17 0.29 0.19 4.00 0.16 0.16 0.30 0.18 4.00 0.16 0.16 0.30 0.18 4.00 0.15 0.15 0.30 0.17 4.00 0.15 0.15 0.31 0.16 4.00 0.15 0.15 0.31 0.16 4.00 0.14 0.14 0.31 0.15 Phi*Vc (k) 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.80 3.78 3.75 3.73 3.71 3.69 3.67 3.66 3.64 3.63 3.62 3.61 3.60 3.59 3.58 3.58 3.57 3.56 3.56 3.55 3.55 3.54 3.54 3.53 3.53 3.52 3.52 3.52 3.51 3.51 3.51 3.50 3.50 3.50 3.49 3.49 3.49 3.49 3.48 3.48 3.48 3.48 Project ID: 15 MAR 2017. 2:13M File =I:IEnerc&l PRIM-liUKUKUH-1.eW Nr,.1N3-2D17. 8uiid.6.17.2.26, Ver.6.17 2.28 Comment Phi*Vs Phi*Vn Spacing (in) (k) (k) Req'd Suggest Vu < PhiVc12 Not Reqd 1 3.8 0.0 0.0 Vu < PhiVc12 Not Reqd 1 3.8 0.0 0.0 Vu < PhiVcJ2 Not Reqd 1 3.8 0.0 0.0 Vu < PhiVc12 Not Reqd 1 3.8 0.0 0.0 Vu < PhiVd2 Not Reqd 1 3.8 0.0 0.0 Vu < PhiVcl2 Not Reqd 1 3.8 0.0 0.0 Vu < PhiVG2 Not Reqd 1 3.8 0.0 0.0 Vu < PhiVc12 Not Reqd 1 3.8 0.0 0.0 Vu < PhiVc12 Not Reqd 1 3.8 0.0 0.0 Vu < PhiVc12 Not Reqd 1 3.8 0.0 0.0 Vu < PhiVct2 Not Reqd 1 3.8 0.0 0.0 Vu < PhiVc12 Not Reqd 1 3.8 0.0 0.0 Vu < PhiVc12 Not Reqd 1 3.8 0.0 0.0 Vu < PhiVd2 Not Reqd 1 3.8 0.0 0.0 Vu < PhiVc12 Not Reqd 1 3.8 0.0 0.0 Vu < PhiVc12 Not Reqd 1 3.7 0.0 0.0 Vu < Ph!Vcl2 Not Reqd 1 3.7 0.0 0.0 Vu < Ph!Vcl2 Not Reqd 1 3.7 0.0 0.0 Vu < PhiVc12 Not Reqd 1 3.7 0.0 0.0 Vu < PhiVc12 Not Reqd 1 3.7 0.0 0.0 Vu < PhiVc12 Not Reqd 1 3.6 0.0 0.0 Vu < PhiVd2 Not Reqd 1 3.6 0.0 0.0 Vu < PhiVc12 Not Reqd 1 3.6 0.0 0.0 Vu < PhiVd2 Not Reqd 1 3.6 0.0 0.0 Vu < PhiVc12 Not Reqd 1 3.6 0.0 0.0 Vu < PhiVc12 Not Reqd 1 3.6 0.0 0.0 Vu < PhiVc12 Not Reqd 1 3.6 0.0 0.0 Vu < PhiVc12 Not Reqd 1 3.6 0.0 0.0 Vu < PhiVc12 Not Reqd 1 3.6 0.0 0.0 Vu < PhiVc12 Not Reqd 1 3.6 0.0 0.0 Vu < PhiVc12 Not Reqd 1 3.6 0.0 0.0 Vu < PhiVet2 Not Reqd 1 3.6 0.0 0.0 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 Vu < PhiVd2 Not Reqd 1 3.5 0.0 0.0 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 Vu < PhiVd2 Not Reqd 1 3.5 0.0 0.0 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 Vu < PhiVcl2 Not Reqd 1 3.5 0.0 0.0 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 Vu < PhiVcl2 Not Reqd 1 3.5 0.0 0.0 Vu < PhiVcJ2 Not Reqd 1 3.5 0.0 0.0 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 Vu < PhiVcJ2 Not Reqd 1 3.5 0.0 0.0 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 Vu < PhiVcJ2 Not Reqd 1 3.5 0.0 0.0 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 Vu < PhiVcl2 Not Reqd 1 3.5 0.0 0.0 Vu < PhiVct2 Not Reqd 1 3.5 0.0 0.0 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 Vu < PhiVd2 Not Reqd 1 3.5 0.0 0.0 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 Stephen T. Kicinski, PE Project Title: Ellispc)rt Engineer: Project ID: Ellisport Engineering, Inc. � IF-jigilite-T-Till(-Y. Inc. 2050181 st AveSW Vashon, WA 98070 Protect Descr 206-463-5311 (p) 206-463-2578 (fl email@ellisportengineering.com www.elills o n ineedn .com _ __ R1869 15GHU MAR CH l.EC62AFn File = I:1F�ercalclPRt869-11CF1UftC1i-1.EC6 Co Ste Beam ENERCALC, INC.1963-2017. 90141:6.17.2.28, Ver.6,17.2.28 ..-..-rri•rr�mr�a�rrrara Description : Churchill - Structural slab 6' span, 3'trib Detailed Shear Information_ _ Span Distance 'd' Vu (k) Mu d"Vu1Mu Phi'Vc Comment Phi*Vs Phi"Vn Spacing (in) Load Combination Number (ft) (In) Actual Design Kft) (k) (k) (k) Req'd Suggest +1.20D+1.60L 1 1.32 4.00 0.14 0.14 0.32 0.15 3.48 Vu < PhiVc12 Not Reqd 1 3,5 0.0 0.0 +1.20D+1.60L 1 1.35 4.00 0.14 0.14 0.32 0.14 3.47 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 1.37 4.00 0.13 0.13 0.32 0.14 3.47 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 1.40 4.00 0.13 0.13 0.33 0.13 3.47 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 1.42 4.00 0.13 0.13 0.33 0.13 3.47 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 1.44 4.00 0.12 0.12 0.33 0.12 3.47 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 1.47 4.00 0.12 0.12 0.34 0.12 3.46 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 1.49 4.00 0.11 0.11 0.34 0.11 3.46 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 1.52 4.00 0.11 0.11 0.34 0.11 3.46 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 1.54 4.00 0.11 0.11 0.34 0.10 3.46 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 1.57 4.00 0.10 0.10 0.35 0.10 3.46 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 1.59 4.00 0.10 0.10 0.35 0.09 3.46 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 1.62 4.00 0.10 0.10 0.35 0.09 3.45 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 1.64 4.00 0.09 0.09 0.35 0.09 3.45 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 1.67 4.00 0.09 0.09 0.36 0.08 3.45 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 1.69 4.00 0.08 0.08 0.36 0.08 3.45 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 1.71 4.00 0.08 0.08 0.36 0.07 3.45 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 1.74 4.00 0.08 0.08 0.36 0.07 3.45 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 1.76 4.00 0.07 0.07 0.36 0.07 3.45 Vu < PhiVc/2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 1.79 4.00 0.07 0.07 0.37 0.06 3.44 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 1.81 4.00 0.07 0.07 0.37 0.06 3.44 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 1.84 4.00 0.06 0.06 0.37 0.06 3.44 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 1.86 4.00 0.06 0.06 0.37 0.05 3.44 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 1.89 4.00 0.06 0.06 0.37 0.05 3.44 Vu < PhiVc/2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 1.91 4.00 0.05 0.05 0.37 0.05 3.44 Vu < PhiVc/2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 1.93 4.00 0.05 0.05 0.37 0.04 3.44 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 1.96 4.00 0.04 0.04 0.38 0.04 3.43 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 1.98 4.00 0.04 0.04 0.38 0.04 3.43 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 2.01 4.00 0.04 0.04 0.38 0.03 3.43 Vu < PhiVc/2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 2.03 4.00 0.03 0.03 0.38 0.03 3.43 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 2.06 4.00 0.03 0.03 0.38 0.03 3.43 Vu < PhiVc/2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 2.08 4.00 0.03 0.03 0.38 0.02 3.43 Vu < PhiVc/2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 2.11 4.00 0.02 0.02 0.38 0.02 3.43 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 2.13 4.00 0.02 0.02 0.38 0.02 3.43 Vu < PhiVc/2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 2.16 4.00 0.01 0.01 0.38 0.01 3.42 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 2.18 4.00 0.01 0.01 0.38 0.01 3.42 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 2.20 4.00 0.01 0.01 0.38 0.01 3.42 Vu < PhiVc/2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 2.23 4.00 0.00 0.00 0.38 0.00 3.42 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 2.25 4.00 -0.00 0.00 0.38 0.00 3.42 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 2.28 4.00 -0.00 0.00 0.38 0.00 3.42 Vu < PhiVc/2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 2.30 4.00 -0.01 0.01 0.38 0.01 3.42 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 2.33 4.00 -0.01 0.01 0.38 0.01 3.42 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 2.35 4.00 -0.02 0.02 0.38 0.01 3.42 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 2.38 4.00 -0.02 0.02 0.38 0.02 3.43 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 2.40 4.00 -0.02 0.02 0.38 0.02 3.43 Vu < PhiVc/2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 2.42 4.00 -0.03 0.03 0.38 0.02 3.43 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 2.45 4.00 -0.03 0.03 0.38 0.03 3.43 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 2.47 4.00 -0.03 0.03 0.38 0.03 3.43 Vu < PhiVc/2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 2.50 4.00 -0.04 0.04 0.38 0.03 3.43 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 2.52 4.00 -0.04 0.04 0.38 0.04 3.43 Vu < PhiVc/2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 2.55 4.00 -0.04 0.04 0.38 0.04 3.43 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.200+1.60L 1 2.67 4.00 -0.05 0.05 0.37 0.04 3.44 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 2.60 4.00 -0.05 0.05 0.37 0.05 3.44 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 2.62 4.00 -0.06 0.06 0.37 0.05 3.44 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 Stephen T. Kicinski, PE Project Title: Ui port Project ID: Ellisport Engineering, Inc. Engineer: E n i h eeri n g, 111 C... 2050181 st AveSW Vashon, WA 98070 Project Descr: 206A63-5311 (p) 206A63-2578 (f) email@ellisportengineering.com www-ellisporten ineerin .com PArNad: 15 MAR 2017, 2:13PM File=ItTAW-ddkpRiB60D-M URCH-t.EC6 Concrete Beam ENERCALC, INC. IM2017, Suild:6.17,2.28, Vec6.17.2.28 Description : Churchill - Structural slab 6' span, 3'trib Detailed Shear Information - Span Distance V Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing (in) Load Combination Number (ft) ;in) Actual Design (k-ft) (k) (k) (k) Req'd Suggest +1.200+ .60L 1 2.64 4.00 -0.06 0.06 0.37 0.05 3.44 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 2.67 4.00 -0.06 0.06 0.37 0.06 3.44 Vu < PhiVc/2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 2.69 4.00 -0.07 0.07 0.37 0.06 3.44 Vu < PhiVd2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 2.72 4.00 -0.07 0.07 0.37 0.06 3.44 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 2.74 4.00 -0.07 0.07 0.36 0.07 3.45 Vu < PhiVc/2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 2.77 4.00 -0.08 0.08 0.36 0.07 3.45 Vu < PhiVc/2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 2.79 4.00 -0.08 0.08 0.36 0.08 3.45 Vu < PhiVc/2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 2.82 4.00 -0.09 0.09 0.36 0.08 3.45 Vu < Ph1Vd2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 1 2.84 4.00 -0.09 0.09 0.36 0.08 3.45 Vu < PhiVd2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 2.87 4.00 -0.09 0.09 0.35 0.09 3.45 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 2.89 4.00 -0.10 0.10 0.35 0.09 3.45 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 2.91 4.00 -0.10 0.10 0.35 0.10 3.46 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 2.94 4.00 -0.10 0.10 0.35 0.10 3.46 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 2.96 4.00 -0.11 0.11 0.34 0.10 3.46 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 2.99 4.00 -0.11 0.11 0.34 0.11 3.46 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 3.01 4.00 -0.12 0.12 0.34 0.11 3.46 Vu < PhiVd2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 3.04 4.00 -0.12 0.12 0.34 0.12 3.46 Vu < Ph1Vd2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 3.06 4.00 -0.12 0.12 0.33 0.12 3.47 Vu < PhiVd2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 3.09 4.00 -0.13 0.13 0.33 0.13 3.47 Vu < PhiVd2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 3.11 4.00 -0.13 0.13 0.33 0.13 3.47 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 3.13 4.00 -0.13 0.13 0.32 0.14 3.47 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 3.16 4.00 -0.14 0.14 0.32 0.14 3.47 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 3.18 4.00 -0.14 0.14 0.32 0.15 3.48 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 3.21 4.00 -0.14 0.14 0.31 0.15 3.48 Vu < PhiVd2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 3.23 4.00 -0.15 0.15 0.31 0.16 3.48 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 3.26 4.00 -0.15 0.15 0.31 0.17 3.48 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 3.28 4.00 -0.16 0.16 0.30 0.17 3.48 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 3.31 4.00 -0.16 0.16 0.30 0.18 3.49 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 3.33 4.00 -0.16 0.16 0.29 0.18 3.49 Vu < PhiVd2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 3.36 4.00 -0.17 0.17 0.29 0.19 3.49 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 3.38 4.00 -0.17 0.17 0.29 0.20 3.49 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 3.40 4.00 -0.17 0.17 0.28 0.21 3.50 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 3.43 4.00 -0.18 0.18 0.28 0.21 3.50 Vu < Ph1Vd2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 3.45 4.00 -0.18 0.18 0.27 0.22 3.50 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 3.48 4.00 -0.19 0.19 0.27 0.23 3.51 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 3.50 4.00 -0.19 0.19 0.26 0.24 3.51 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 3.53 4.00 -0.19 0.19 0.26 0.25 3.51 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 3.55 4.00 -0.20 0.20 0.25 0.26 3.52 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 3.58 4.00 -0.20 0.20 0.25 0.27 3.52 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 3.60 4.00 -0.20 0.20 0.24 0.28 3.52 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 3.62 4.00 -0.21 0.21 0.24 0.29 3.53 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 3.65 4.00 -0.21 0.21 0.23 0.30 3.53 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 3.67 4.00 -0.21 0.21 0.23 0.31 3.54 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 3.70 4.00 -0.22 0.22 0.22 0.33 3.54 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 3.72 4.00 -0.22 0.22 0.22 0.34 3.55 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 1 3.75 4.00 -0.23 0.23 0.21 0.35 3.55 Vu < PhiVc/2 Not Reqd 1 3.6 0.0 0.0 +1.20D+1.60L 1 3.77 4.00 -0.23 0.23 0.21 0.37 3.56 Vu < PhiVd2 Not Reqd 1 3.6 0.0 0.0 +1.20D+1.60L 1 3.80 4.00 -0.23 0.23 0.20 0.39 3.56 Vu < PhiVd2 Not Reqd 1 3.6 0.0 0.0 +1.20D+1.60L 1 3.82 4.00 -0.24 0.24 0.20 0.40 3.57 Vu < PhiVc/2 Not Reqd 1 3.6 0.0 0.0 +1.20D+1.60L 1 3.84 4.00 -0.24 0.24 0.19 0.42 3.58 Vu < PhiVc/2 Not Reqd 1 3.6 0.0 0.0 +1.20D+1.60L 1 3.87 4.00 -0.24 0.24 0.18 0.44 3.59 Vu < PhiVc/2 Not Reqd 1 3.6 0.0 0.0 +1.20D+1.60L 1 3.89 4.00 -0.25 0.25 0.18 0.46 3.59 Vu < PhiVc12 Not Reqd 1 3.6 0.0 0.0 +1.20D+1.60L 1 3.92 4.00 -0.25 0.25 0.17 0.49 3.60 Vu < PhiVc12 Not Reqd 1 3.6 0.0 0.0 +1.20D+1.60L 1 3.94 4.00 -0.26 0.26 0.17 0.51 3.61 Vu < PhiVd2 Not Reqd 1 3.6 0.0 0.0 Stephen T. Kicinski, PE Project Title: Elli�ar�rt Engineer: Protect ID. Ellisport Engineering, Inc. Project Descr: Etigirlrerin�� Inc. 20501 81stAveSW Vashon, WA 98070 206463-5311 (p) 206-463-2578 (f) �..�email@ellisportengineering.com Pm[a& 15 MAR 2017, 2:13PM www.ellisportengingeHng.com File=1AEnereamil 21869^11CHURCH-1106 Concrete Beam ENFRCALC, INC.1983-n117. Build:6.17.2.28,Ver:6.17.2.28 Description: Churchill - Structural stab 6' span, 3'trlb Detailed Shear Information _ Phi'Vs Phi"Vn Spacing (in) Span Distance 'd' Vu (k) Mu d"Vu1Mu Phi'Vc Comment (k) (k) Req'd Suggest Load Combination Number (ft) (in) Actual Design (00 0.54 (k) 3.62 Vu<PhiVcl2 Not Reqd 1 3.6 0.0 0.0 -1.20E+1,601. AMAMI- 1 1 3.97 3.99 4.00 4.00 -0.26 -0.26 0.26 0.26 0.16 0.15 0.57 3.63 Vu < PhiVc12 Not Reqd 1 3.6 0.0 0.0 +1.20D+1.60L 1 4.02 4.00 -0.27 0.27 0.15 0.61 3.65 Vu < PhiVct2 Not Reqd 1 3.6 0.0 0.0 +1.201D+1.601- 1 4.04 4.00 -0.27 0.27 0.14 0.64 3.66 Vu < PhiVc12 Not Reqd 1 3.7 0.0 0.0 +1.20D+1.60L 1 4.07 4.00 -0.27 0.27 0.13 0.68 3.68 Vu < PhiVc12 Not Reqd 1 3.7 0.0 0.0 +1.20D+1.60L 1 4.09 4.00 -0.28 0.28 0.13 0.73 3.69 Vu < PhiVc12 Not Reqd 1 3.7 0.0 0.0 +1.20D+1.60L 1 4.11 4.00 -0.28 0.28 0.12 0.78 3.71 Vu < PhiVc12 Not Reqd 1 3.7 0.0 0.0 +1.20D+1.60L 1 4.14 4.00 -0.29 0.29 0.11 0.84 3.74 Vu < PhiVd2 Not Reqd 1 3.7 0.0 0.0 +1.20D+1.60L 1 4.16 4.00 -0.29 0.29 0.11 0.91 3.76 Vu < PhiVc12 Not Reqd 1 3.8 0.0 0.0 +1.20D+1.60L 1 4.19 4.00 -0.29 0.29 0.10 0.99 3.79 Vu < PhiVc12 Not Reqd 1 3.8 0.0 0.0 +1.20D+1.60L 1 4.21 4.00 -0.30 0.30 0.09 1.00 3.80 Vu < PhiVct2 Not Reqd 1 3.8 0.0 0.0 +1.20D+1.60L 1 4.24 4.00 -0.30 0.30 0.08 1.00 3.80 Vu < PhiVd2 Not Reqd 1 3.8 0.0 0.0 +1.20D+1.60L 1 4.26 4.00 -0.30 0.30 0.08 1.00 3.80 Vu < PhiVc/2 Not Reqd 1 3.8 0.0 0.0 +1.20D+1.60L 1 4.29 4.00 -0.31 0.31 0.07 1.00 3.80 Vu < PhiVd2 Not Reqd 1 3.8 0.0 0.0 +1.20D+1.60L 1 4.31 4.00 -0.31 0.31 0.06 1.00 3.80 Vu < PhiVc12 Not Reqd 1 3.8 0.0 0.0 +1.20D+1.60L 1 4.33 4.00 -0.31 0.31 0.05 1.00 3.80 Vu < PhiVc12 Not Reqd 1 3.8 0.0 0.0 +1.20D+1.60L 1 4.36 4.00 -0.32 0.32 0.05 1.00 3.80 Vu < PhiVc12 Not Reqd 1 3.8 0.0 0.0 +1.20D+1.60L 1 4.38 4.00 -0.32 0.32 0.04 1.00 3.80 Vu < PhiVd2 Not Reqd 1 3.8 0.0 0.0 +1.20D+1.60L 1 4.41 4.00 -0.33 0.33 0.03 1.00 3.80 Vu < PhiVc12 Not Reqd 1 3.8 0.0 0.0 +1.20D+1.60L 1 4.43 4.00 -0.33 0.33 0.02 1.00 3.80 Vu < PhiVc12 Not Reqd 1 3.8 0.0 0.0 +1.20D+1.60L 1 4.46 4.00 -0.33 0.33 0.01 1.00 3.80 Vu < PhiVd2 Not Reqd 1 3.8 0.0 0.0 +1.20D+1.60L 1 4.48 4.00 -0.34 0.34 0.01 1.00 3.80 Vu < PhiVct2 Not Reqd 1 3.6 0.0 0.0 +1.20D+1.60L 1 4.51 4.50 -0.34 0.34 0.00 1.00 4.60 Vu < PhiVc12 Not Reqd 1 4.6 0.0 0.0 +1.20D+1.60L 1 4.53 4.50 -0.34 0.34 0.01 1.00 4.60 Vu < PhiVd2 Not Reqd 1 4.6 0.0 0.0 +1.20D+1.60L 1 4.56 4.50 -0.35 0.35 0.02 1.00 4.60 Vu < PhiVc12 Not Reqd 1 4.6 0.0 0.0 +1.20D+1.60L 1 4.58 4.50 -0.35 0.35 0.03 1.00 4.60 Vu < PhiVcl2 Not Reqd 1 4.6 0.0 0.0 +1.20D+1.60L 1 4.60 4.50 -0.36 0.36 0.04 1.00 4.60 Vu < PhiVc12 Not Reqd 1 4.6 0.0 0.0 +1.20D+1.60L 1 4.63 4.50 -0.36 0.36 0.04 1.00 4.60 Vu < PhiVd2 Not Reqd 1 4.6 0.0 0.0 +1.20D+1.60L 1 4.65 4.50 -0.36 0.36 0.05 1.00 4.60 Vu < PhiVc12 Not Reqd 1 4.6 0.0 0.0 +1.20D+1.60L 1 4.68 4.50 -0.37 0.37 0.06 1.00 4.60 Vu < PhiVc12 Not Reqd 1 4.6 0.0 0.0 +1.20D+1.60L 1 4.70 4.50 -0.37 0.37 0.07 1.00 4.60 Vu < PhiVc12 Not Reqd 1 4.6 0.0 0.0 +1.20D+1.60L 1 4.73 4.50 -0.37 0.37 0.08 1.00 4.60 Vu < PhiVc12 Not Reqd 1 4.6 0.0 0.0 +1.20D+1.60L 1 4.75 4.50 -0.38 0.38 0.09 1.00 4.60 Vu < PhiVc12 Not Reqd 1 4.6 0.0 0.0 +1.20D+1.60L 1 4.78 4.50 -0.38 0.38 0.10 1.00 4.60 Vu < PhiVc12 Not Reqd 1 4.6 0.0 0.0 +1.20D+1.60L 1 4.80 4.50 -0.39 0.39 0.11 1.00 4.60 Vu < PhiVc12 Not Reqd 1 4.6 0.0 0.0 +1.20D+1.60L 1 4.82 4.50 -0.39 0.39 0.12 1.00 4.60 Vu < PhiVd2 Not Reqd 1 4.6 0.0 0.0 +1.20D+1.60L 1 4.85 4.50 -0.39 0.39 0.13 1.00 4.60 Vu < PhiVc12 Not Reqd 1 4.6 0.0 0.0 +1.20D+1.60L 1 4.87 4.50 -0.40 0.40 0.14 1.00 4.60 Vu < PhiVc12 Not Reqd 1 4.6 0.0 0.0 +1.20D+1.60L 1 4.90 4.50 -0.40 0.40 0.15 1.00 4.60 Vu < PhiVc12 Not Reqd 1 4.6 0.0 0.0 +1.20D+1.60L 1 4.92 4.50 -0.40 0.40 0.16 0.96 4.57 Vu < PhiVc12 Not Reqd 1 4.6 0.0 0.0 +1.20D+1.60L 1 4.95 4.50 -0.41 0.41 0.17 0.91 4.53 Vu < PhiVc12 Not Reqd 1 4.5 0.0 0.0 +1.20D+1.60L 1 4.97 4.50 -0.41 0.41 0.18 0.87 4.50 Vu < PhiVc12 Not Reqd 1 4.5 0.0 0.0 +1.20D+1.60L 1 5.00 4.50 -0.41 0.41 0.19 0.83 4.47 Vu < PhiVc12 Not Reqd 1 4.5 0.0 0.0 +1.20D+1.60L 1 5.02 4.50 -0.42 0.42 0.20 0.80 4.44 Vu < PhiVc12 Not Reqd 1 4.4 0.0 0.0 +1.20D+1.60L 1 5.04 4.50 -0.42 0.42 0.21 0.76 4.42 Vu < PhiVc12 Not Reqd 1 4.4 0.0 0.0 +1.20D+1.60L 1 5.07 4.50 -0.43 0.43 0.22 0.73 4.40 Vu < PhiVc12 Not Reqd 1 4.4 0.0 0.0 +1.20D+1.60L 1 5.09 4.50 -0.43 0.43 0.23 0.71 4.38 Vu < PhiVd2 Not Reqd 1 4.4 0.0 0.0 +1.20D+1.60L 1 5.12 4.50 -0.43 0.43 0.24 0.68 4.36 Vu < PhtVct2 Not Reqd 1 4.4 0.0 0.0 +1.20D+1.60L 1 5.14 4.50 -0.44 0.44 0.25 0.66 4.34 Vu < PhiVc12 Not Reqd 1 4.3 0.0 0.0 +1.20D+1.60L 1 5.17 4.50 -0.44 0.44 0.26 0.63 4.32 Vu < PhiVd2 Not Reqd 1 4.3 0.0 0.0 +1.20D+1.60L 1 5.19 4.50 -0.44 0.44 0.27 0.61 4.31 Vu < PhiVd2 Not Reqd 1 4.3 0.0 0.0 +1.20D+1.60L 1 5.22 4.50 -0.45 0.45 0.28 0.60 4.29 Vu < PhiVd2 Not Reqd 1 4.3 0.0 0.0 +1.20D+1.60L 1 5.24 4.50 -0.45 0.45 0.29 0.58 4.28 Vu < PhiVc12 Not Reqd 1 4.3 0.0 0.0 +1.20D+1.60L 1 5.27 4.50 -0.46 0.46 0.30 0.56 4.27 Vu < PhiVc12 Not Reqd 1 4.3 0.0 0.0 E11ilort Stephen T. Kicinski, PE Ellisport Engineering, Inc. En hlee.rin�l Inc• 20501 81stAveSW Vashon, WA 98070 206-463-5311 (p) 206-463-2578 (t) email@el I isportengineeri ng,com www.eliisponemineerin_ .cam i�ANAIA�A 12,nar \ Description : Churchill - Structural slab 6' span, 3'tdb Project Title: Engineer: Project Descr: Project ID: Pdnted: 15 MM 2017, 2:13PM Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu1Mu Phi*Vc Comment Phi"Vs Phi Spacing (in) Load Combination Number (ft) (in) Actual Design (") {ky (k) (k) Reqd Suggest +12OD+1.BOL 1 5.29 4.50 -0.46 0.46 0.32 0.55 4.26 Vu < PhiVc/2 Not Reqd 1 4.3 0.0 0.0 +1.20D+1.60L 1 5.31 4.50 -0.46 0.46 0.33 0.53 4.25 Vu < PhiVc12 Not Reqd 1 4.2 0.0 0.0 +1.20D+1.60L 1 5.34 4.50 -0.47 0.47 0.34 0.52 4.24 Vu < PhiVc/2 Not Reqd 1 4.2 0.0 0.0 +1.20D+1.60L 1 5.36 4.50 -0.47 0.47 0.35 0.50 4.23 Vu < PhiVc/2 Not Reqd 1 4.2 0.0 0.0 +1.20D+1.60L 1 5.39 4.50 -0.47 0.47 0.36 0.49 4.22 Vu < PhiVc/2 Not Reqd 1 4.2 0.0 0.0 +1.20D+1.60L 1 5.41 4.50 -0.48 0.48 0.37 0.48 4.21 Vu < PhiVc12 Not Reqd 1 4.2 0.0 0.0 +1.20D+1.60L 1 5.44 4.50 -0.48 0.48 0.38 0.47 4.20 Vu < PhiVc/2 Not Reqd 1 4.2 0.0 0.0 +1.20D+1.60L 1 5.46 4.50 -0.48 0.48 0.40 0.46 4.19 Vu < PhiVc12 Not Reqd 1 4.2 0.0 0.0 +1.20D+1.60L 1 5.49 4.50 -0.49 0.49 0.41 0.45 4.18 Vu < PhiVc12 Not Reqd 1 4.2 0.0 0.0 +1.20D+1.60L 1 5.51 4.50 -0.49 0.49 0.42 0.44 4.18 Vu < PhiVc12 Not Reqd 1 4.2 0.0 0.0 +1.20D+1.60L 1 5.53 4.50 -0.50 0.50 0.43 0.43 4.17 Vu < PhiVc12 Not Reqd 1 4.2 0.0 0.0 +1.20D+1.60L 1 5.56 4.50 -0.50 0.50 0.44 0.42 4.16 Vu < PhiVc12 Not Reqd 1 4.2 0.0 0.0 +1.20D+1.60L 1 5.58 4.50 -0.50 0.50 0.46 0.41 4.16 Vu < PhiVc/2 Not Reqd 1 4.2 0.0 0.0 +1.20D+1.60L 1 5.61 4.50 -0.51 0.51 0.47 0.41 4.15 Vu < PhiVc12 Not Reqd 1 4.2 0.0 0.0 +1,20D+1.60L 1 5.63 4.50 -0.51 0.51 0.48 0.40 4.15 Vu < PhiVc/2 Not Reqd 1 4.1 0.0 0.0 +1.20D+1.60L 1 5.66 4.50 -0.51 0.51 0.49 0.39 4.14 Vu < PhiVc/2 Not Reqd 1 4.1 0.0 0.0 +1.20D+1.60L 1 5.68 4.50 -0.52 0.52 0.51 0.38 4.14 Vu < PhiVc12 Not Reqd 1 4.1 0.0 0.0 +1,20D+1.60L 1 5.71 4.50 -0.52 0.52 0.52 0.38 4.13 Vu < Ph1Vc/2 Not Reqd 1 4.1 0.0 0.0 +1.20D+1.60L 1 5.73 4.50 -0.53 0.53 0.53 0.37 4.13 Vu < PhiVc12 Not Reqd 1 4.1 0.0 0.0 +1.20D+1.60L 1 5.76 4.50 -0.53 0.53 0.55 0.36 4.12 Vu < PhiVc12 Not Reqd 1 4.1 0.0 0.0 +1.20D+1.60L 1 5.78 4.50 -0.53 0.53 0.56 0.36 4.12 Vu < PhiVc12 Not Reqd 1 4.1 0.0 0.0 +1.20D+1,60L 1 5.80 4.50 -0.54 0.54 0.57 0.35 4.11 Vu < PhiVc12 Not Reqd 1 4.1 0.0 0.0 +1.20D+1.60L 1 5.83 4.50 -0.54 0.54 0.58 0.35 4.11 Vu < PhiVc12 Not Reqd 1 4.1 0.0 0.0 +1.20D+1.60L 1 5.85 4.50 -0.54 0.54 0.60 0.34 4.10 Vu < PhiVc/2 Not Reqd 1 4.1 0.0 0.0 +1.20D+1.60L 1 5.88 4.50 -0.55 0.55 0.61 0.34 4.10 Vu < PhiVc12 Not Reqd 1 4.1 0.0 0.0 +1.20D+1.60L 1 5.90 4.50 -0.55 0.55 0.62 0.33 4.10 Vu < PhiVc/2 Not Reqd '1 4.1 0.0 0.0 +1.20D+1.60L 1 5.93 4.50 -0.56 0.56 0.64 0.33 4.09 Vu < PhiVc/2 Not Reqd 1 4.1 0.0 0.0 +1,20D+1.60L 1 5.95 4.50 -0.56 0.56 0.65 0.32 4.09 Vu < PhiVc12 Not Reqd 1 4.1 0.0 0.0 +1,20D+1.60L 1 5.98 4.50 -0.56 0.56 0.67 0.32 4.09 Vu < PhiVc12 Not Reqd 1 4A 0.0 0.0 +1.20D+1.60L 2 6.00 4.50 0.57 0.57 0.68 0.31 4.08 Vu < PhiVc/2 Not Reqd 1 4.1 0.0 0.0 +1.20D+1.60L 2 6.02 4.50 0.56 0.56 0.67 0.32 4.09 Vu < PhiVc/2 Not Reqd 1 4.1 0.0 0.0 +1.20D+1.60L 2 6.05 4.50 0.56 0.56 0.65 0.32 4.09 Vu < PhiVc/2 Not Reqd 1 4.1 0.0 0.0 +1.20D+1,60L 2 6.07 4.50 0.56 0.56 0.64 0.33 4.09 Vu < PhiVc12 Not Reqd 1 4.1 0.0 0.0 +1.20D+1.60L 2 6.10 4.50 0.55 0.55 0.62 0.33 4.10 Vu < PhiVc12 Not Reqd 1 4.1 0.0 0.0 +1.20D+1,60L 2 6.12 4.50 0.55 0.55 0.61 0.34 4.10 Vu < PhiVc/2 Not Reqd 1 4.1 0.0 0.0 +1.20D+1.60L 2 6.15 4.50 0.54 0.54 0.60 0.34 4.10 Vu < PhiVc12 Not Reqd 1 4.1 0.0 0.0 +1.20D+1.60L 2 6.17 4.50 0.54 0.54 0.58 0.35 4.11 Vu < PhiVc12 Not Reqd 1 4.1 0.0 0.0 +1.20D+1.60L 2 6.20 4.50 0.54 0.54 0.57 0.35 4.11 Vu < PhiVc/2 Not Reqd 1 4.1 0.0 0.0 +1.20D+1.60L 2 6.22 4.50 0.53 0.53 0.56 0.36 4.12 Vu < PhiVc/2 Not Reqd 1 4.1 0.0 0.0 +1.20D+1.60L 2 6.24 4.50 0.53 0.53 0.55 0.36 4.12 Vu < PhiVc12 Not Reqd 1 4.1 0.0 0.0 +1.20D+1.60L 2 6.27 4.50 0.53 0.53 0.53 0.37 4.13 Vu < PhiVc12 Not Reqd 1 4.1 0.0 0.0 +1.20D+1.60L 2 6.29 4.50 0.52 0.52 0.52 0.38 4.13 Vu < PhiVc12 Not Reqd 1 4.1 0.0 0.0 +1.20D+1.60L 2 6.32 4.50 0.52 0.52 0.51 0.38 4.14 Vu < PhiVc/2 Not Reqd 1 4.1 0.0 0.0 +1,20D+1.60L 2 6.34 4.50 0.51 0.51 0.49 0.39 4.14 Vu < PhiVc/2 Not Reqd 1 4.1 0.0 0.0 +1.20D+1.60L 2 6.37 4.50 0.51 0.51 0.48 0.40 4.15 Vu < PhiVc12 Not Reqd 1 4.1 0.0 0.0 +1.20D+1.60L 2 6.39 4.50 0.51 0.51 0.47 0.41 4.15 Vu < PhiVrl2 Not Reqd 1 4.2 0.0 0.0 +1.20D+1.60L 2 6.42 4.50 0.50 0.50 0.46 0.41 4.16 Vu < PhiVc12 Not Reqd 1 4.2 0.0 0.0 +1.20D+1.60L 2 6.44 4.50 0.50 0.50 0.44 0.42 4.16 Vu < PhiVc/2 Not Reqd . 4.2 0.0 0.0 +1,20D+1,60L 2 6.47 4.50 0.50 0.50 0.43 0.43 4.17 Vu < PhiVc12 Not Reqd 1 4.2 0.0 0.0 +1.20D+1.60L 2 6.49 4.50 0.49 0.49 0.42 0.44 4.18 Vu < PhiVc/2 Not Reqd 1 4.2 0.0 0.0 +1.20D+1.60L 2 6.51 4.50 0.49 0.49 0.41 0.45 4.18 Vu < PhiVc/2 Not Reqd 1 4.2 0.0 0.0 +1,20D+1.60L 2 6.54 4.50 0.48 0.48 0.40 0.46 4.19 Vu < PhiVc/2 Not Reqd 1 4.2 0.0 0.0 +1.20D+1,60L 2 6.56 4.50 0.48 0.48 0.38 0.47 4.20 Vu < PhiVc/2 Not Reqd 1 4.2 0.0 0.0 +1.20D+1.60L 2 6.59 4.50 0.48 0.48 0.37 0.48 4.21 Vu < PhiVc/2 Not Reqd 1 4.2 0.0 0.0 Ellis�x�rt Stephen T. Kicinski, PE Project Title; Engineer:Project ID: E'll"' e..eritl" T11C. Ellisport Engineering, Inc. 2050181 st AveSW Vashon,WA 98070 Project 206-463-5311 (p) 206-463-2578 (q email@ellisportengineering.com Pfinted:15 h1Ali 2017, 2,FG5 - File = I:lEnarcaicvR1869-1CHURCfi-1.EC6 Concrete Beam ENERCALC, INC,1902017, Build:6.17.2.28, Ver.6.17.2.28 Description : ChurcNil - Structural slab 6' span, 3'tdb Detailed Shear Information 'cd Mu d'Vu1Mu Ph i'Uc Comment Phk) Phi*)Spacing (in) Span Distance Vu (k) (k) (k) (k) Reqd Suggest Load Combination Number (ft) (in) Actual Design (k-ff) 4.22 Vu < PhiVd2 Not Reqd 1 4.2 0.0 0.0 +1.20D,16(FL 2 6.61 4.50 0.47 0.47 0,47 0.47 0.36 0.35 0.49 0.50 4.23 Vu < PhIVc12 Not Reqd 1 4.2 0.0 0.0 +1.20D+1.60L +1.20D+1.60L 2 6.64 2 6.66 4.50 4.50 0.47 0.47 0.34 0.52 4.24 Vu < PhiVc12 Not Reqd 1 4.2 0.0 0.0 +1.20D+1.60L 2 6.69 4.50 0.46 0.46 0.33 0.53 4.25 Vu < PhiVc12 Not Reqd 1 4.2 0.0 0.0 +1.20D+1.60L 2 6.71 4.50 0.46 0.46 0.32 0.55 4.26 Vu < PhiVc12 Not Reqd 1 4.3 0.0 0.0 +1.20D+1.60L 2 6.73 4.50 0.46 0.46 0.30 0.56 4.27 Vu < PhiVcl2 Not Reqd 1 4.3 0.0 0.0 +1.20D+1.60L 2 6.76 4.50 0.45 0.45 0.29 0.58 4.28 Vu < PhiVc12 Not Reqd 1 4.3 0.0 0.0 +1.20D+1.60L 2 6.78 4.50 0.45 0.45 0.28 0.60 4.29 Vu < PhiVG2 Not Reqd 1 4.3 0.0 0.0 +1.20D+1.60L 2 6.81 4.50 0.44 0.44 0.27 0.61 4.31 Vu < PhiVc12 Not Reqd 1 4.3 0.0 0.0 +1.20D+1.60L 2 6.83 4.50 0.44 0.44 0.26 0.63 4.32 Vu < PhiVc12 Not Reqd 1 4.3 0.0 0.0 +1.20D+1.60L 2 6.86 4.50 0.44 0.44 0.25 0.66 4.34 Vu < PhiVc12 Not Reqd 1 4.3 0.0 0.0 +1.20D+1.60L 2 6.88 4.50 0.43 0.43 0.24 0.68 4.36 Vu < PhiVcJ2 Not Reqd 1 4.4 0.0 0.0 +1.20D+1,60L 2 6.91 4.50 0.43 0.43 0.23 0.71 4.38 Vu < PhiVc12 Not Reqd 1 4.4 0.0 0.0 +1.20D+1.60L 2 6.93 4.50 0.43 0.43 0.22 0.73 4.40 Vu < PhiVc12 Not Reqd 1 4.4 0.0 0.0 +1.20D+1,60L 2 6.96 4.50 0.42 0.42 0.21 0.76 4.42 Vu < PhiVc12 Not Reqd 1 4.4 0.0 0.0 +1,20D+1,60L 2 6.98 4.50 0.42 0.42 0.20 0.80 4.44 Vu < PhiVc12 Not Reqd 1 4.4 0.0 0.0 +1.20D+1,60L 2 7.00 4.50 0.41 0.41 0.19 0.83 4.47 Vu < PhiVc12 Not Reqd 1 4.5 0.0 0.0 +1.20D+1.60L 2 7.03 4.50 0.41 0.41 0.18 0.87 4.50 Vu < PhiVd2 Not Reqd 1 4.5 0.0 0.0 +1.20D+1.60L 2 7.05 4.50 0.41 0.41 0.17 0.91 4.53 Vu < PhiVc12 Not Reqd 1 4.5 0.0 0.0 +1.20D+1.60L 2 7.08 4.50 0.40 0.40 0.16 0.96 4.57 Vu < PhiVc12 Not Reqd 1 4.6 0.0 0.0 +1.20D+1.60L 2 7.10 4.50 0.40 0.40 0.15 1.00 4.60 Vu < PhiVc12 Not Reqd 1 4.6 0.0 0.0 +1.20D+1.60L 2 7.13 4.50 0.40 0.40 0.14 1.00 4.60 Vu < PhiVd2 Not Reqd 1 4.6 0.0 0.0 +1.20D+1.60L 2 7.15 4.50 0.39 0.39 0.13 1.00 4.60 Vu < PhiVc12 Not Reqd 1 4.6 0.0 0.0 +1.20D+1.60L 2 7.18 4.50 0.39 0.39 0.12 1.00 4.60 Vu < PhiVf:/2 Not Reqd 1 4.6 0.0 0.0 +1,20D+1.60L 2 7.20 4.50 0.39 0.39 0.11 1.00 4.60 Vu < PhiVc12 Not Reqd 1 4.6 0.0 0.0 +1.20D+1.60L 2 7.22 4.50 0.38 0.38 0.10 1.00 4.60 Vu < PhiVd2 Not Reqd 1 4.6 0.0 0.0 +1.20D+1.60L 2 7.25 4.50 0.38 0.38 0.09 1.00 4.60 Vu < PhiVc12 Not Reqd 1 4.6 0.0 0.0 +1.20D+1.60L 2 7.27 4.50 0.37 0.37 0.08 1.00 4.60 Vu < PhiVc12 Not Reqd 1 4.6 0.0 0.0 +1.20D+1.60L 2 7.30 4.50 0.37 0.37 0.07 1.00 4.60 Vu < PhiVc12 Not Reqd 1 4.6 0.0 0.0 +1.20D+1.60L 2 7.32 4.50 0.37 0.37 0.06 1.00 4.60 Vu < PhiVc/2 Not Reqd 1 4.6 0.0 0.0 +1.20D+1,60L 2 7.35 4.50 0.36 0.36 0.05 1.00 4.60 Vu < PhiVc12 Not Reqd 1 4.6 0.0 0.0 +1.20D+1.60L 2 7.37 4.50 0.36 0.36 0.04 1.00 4.60 Vu < PhiVc12 Not Reqd 1 4.6 0.0 0.0 +1.20D+1,60L 2 7.40 4.50 0.36 0.36 0.04 1.00 4.60 Vu < PhiVd2 Not Reqd 1 4.6 0.0 0.0 +1.20D+1.60L 2 7.42 4.50 0.35 0.35 0.03 1.00 4.60 Vu < PhiVc12 Not Reqd 1 4.6 0.0 0.0 +1.20D+1.60L 2 7.44 4.50 0.35 0.35 0.02 1.00 4.60 Vu < PhiVc12 Not Reqd 1 4.6 0.0 0.0 +1.20D+1.60L 2 7.47 4.50 0.34 0.34 0.01 1.00 4.60 Vu < PhiVc12 Not Reqd 1 4.6 0.0 0.0 +1.20D+1.60L 2 7.49 4.50 0.34 0.34 0.00 1.00 4.60 Vu < PhiVc12 Not Reqd 1 4.6 0.0 0.0 +1.20D+1.60L 2 7.52 4.00 0.34 0.34 0.01 1.00 3.80 Vu < PhiVc12 Not Reqd 1 3.8 0.0 0.0 +1.20D+1.60L 2 7.54 4.00 0.33 0.33 0.01 1.00 3.80 Vu < PhiVc12 Not Reqd 1 3.8 0.0 0.0 +1.20D+1.60L 2 7.57 4.00 0.33 0.33 0.02 1.00 3.80 Vu < PhiVc12 Not Reqd 1 3.8 0.0 0.0 +1.20D+1.60L 2 7.59 4.00 0.33 0.33 0.03 1.00 3.80 Vu < PhiVc12 Not Reqd 1 3.8 0.0 0.0 +1.20D+1,60L 2 7.62 4.00 0.32 0.32 0.04 1.00 3.80 Vu < PhiVcJ2 Not Reqd 1 3.8 0.0 0.0 +1.20D+1.60L 2 7.64 4.00 0.32 0.32 0.05 1.00 3.80 Vu < Ph1Vc12 Not Reqd 1 3.8 0.0 0.0 +1.20D+1.60L 2 7.67 4.00 0.31 0.31 0.05 1.00 3.80 Vu < PhiVd2 Not Reqd 1 3.8 0.0 0.0 +1.20D+1.60L 2 7.69 4.00 0.31 0.31 0.06 1.00 3.80 Vu < PhiVc12 Not Reqd 1 3.8 0.0 0.0 +1.20D+1.60L 2 7.71 4.00 0.31 0.31 0.07 1.00 3.80 Vu < PhiVc12 Not Reqd 1 3.8 0.0 0.0. +1.20D+1,60L 2 7.74 4.00 0.30 0.30 0.08 1.00 3.80 Vu < PhiVc12 Not Reqd 1 3.8 0.0 0.0 +1.20D+1.60L 2 7.76 4.00 0.30 0.30 0.08 1.00 3.80 Vu < PhiVc12 Not Reqd 1 3.8 0.0 0.0 +1.20D+1.60L 2 7.79 4.00 0.30 0.30 0.09 1.00 3.80 Vu < PhiVd2 Not Reqd 1 3.8 0.0 0.0 +1.20D+1.60L 2 7.81 4.00 0.29 0.29 0.10 0.99 3.79 Vu < PhiVc12 Not Reqd 1 3.8 0.0 0.0 +1.20D+1.60L 2 7.84 4.00 0.29 0.29 0.11 0.91 3.76 Vu < PhiVd2 Not Reqd 1 3.8 0.0 0.0 +1,20D+1.60L 2 7.86 4.00 0.29 0.29 0.11 0.84 3.74 Vu < PhiVc12 Not Reqd 1 3.7 0.0 0.0 +1.20D+1,60L 2 7.89 4.00 0.28 0.28 0.12 0.78 3.71 Vu < PhiVc12 Not Reqd 1 3.7 0.0 0.0 +1.20D+1.60L 2 7.91 4.00 0.28 0.28 0.13 0.73 3.69 Vu < PhiVd2 Not Reqd 1 3.7 0.0 0.0 E11 i 3poir Stephen T. Kicinski, PE Ellisport Engineering, Inc. ri gintvJ11g 111C.- 2050181 st AveSW Vashon,WA 98070 206-463-5311 (p) 206-463-2578 (f) l email@ellisportengineering.com www.elfisoortenaineerina.com Concrete Beam Description : Churchill - Structural slab 6 span, 3'tdb Project Title: Project ID: Engineer: Project Descr: Nnted:15 MM 2017. 2:13PM File=1:lEnercEdc1PR1869-IUURCN-1.EC6 ENERCALC, INC.1983-2017. Buiid:6.17.2.28, Ver.6.17.228 _ Detailed Shear Information _ _ 'd' _ _ Mu d*Vu1Mu Phi*Vc - Comment Phi*Vs Phi*Vn Spacing (in) - Span Distance Vu (k) Desi r (ft) (k) Req'd Suggest Load Combination Number (t) (in) Actual 0.13 _ 0.68 3.68 Vu < PhiVc12 Not Reqd 1 3.7 0.0 0.0 +4,20D+1.fi0L +1.20D+1.60L 2 2 7.93 7.96 4.00 4.00 0.27 0.27 0.27 0.27 0.14 0.64 3.66 Vu < PhiVc/2 Not Reqd 1 3.7 0.0 0.0 +1.20D+1.60L 2 7.98 4.00 0.27 0.27 0.15 0.61 3.65 Vu < PhiVc/2 Not Reqd 1 3.6 0.0 0.0 0.0 +120D+1.60L 2 8.01 4.00 0.26 0.26 0.15 0.57 3.63 Vu < PhiVc12 Not Reqd 1 3.6 0.0 0.0 +1.20D+1.60L 2 8.03 4.00 0.26 0.26 0.16 0.54 3.62 Vu < PhiVc12 Not Reqd 1 3.6 0.0 +1.20D+1.60L 2 8.06 4.00 0.26 0.26 0.17 0.51 3.61 Vu < PhiVc12 Not Reqd 1 3.6 0.0 0.0 +1.20D+1.60L 2 8.08 4.00 0.25 0.25 0.17 0.49 3.60 Vu < PhiVc/2 Not Reqd 1 3.6 0.0 0.0 +1.20D+1.60L 2 8.11 4.00 0.25 0.25 0.18 0.46 3.59 Vu < PhiVc/2 Not Reqd 1 3.6 0.0 0.0 +1.20D+1.60L 2 8.13 4.00 0.24 0.24 0.18 0.44 3.59 Vu < PhiVc12 Not Reqd 1 3.6 0.0 0.0 +1.20D+1.60L 2 8.16 4.00 0.24 0.24 0.19 0.42 3.58 Vu < PhiVc12 Not Reqd 1 3.6 0.0 0.0 0.0 +1.20D+1.60L 2 8.18 4.00 0.24 0.24 0.20 0.40 3.57 Vu < PhiVc12 Not Reqd 1 3.6 0.0 +1.20D+1.60L 2 8.20 4.00 0.23 0.23 0.20 0.39 3.56 Vu < PhiVc/2 Not Reqd 1 3.6 0.0 0.0 +1.20D+1.60L 2 8.23 4.00 0.23 0.23 0.21 0.37 3.56 Vu < PhiVc12 Not Reqd 1 3.6 0.0 0.0 +1.20D+1.60L 2 8.25 4.00 0.23 0.23 0.21 0.35 3.55 Vu < PhiVc12 Not Reqd 1 3.6 0.0 0.0 +1.20D+1.60L 2 8.28 4.00 0.22 0.22 0.22 0.34 3.55 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 2 8.30 4.00 0.22 0.22 0.22 0.33 3.54 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 2 8.33 4.00 0.21 0.21 0.23 0.31 3.54 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 2 8.35 4.00 0.21 0.21 0.23 0.30 3.53 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 2 8.38 4.00 0.21 0.21 0.24 0.29 3.53 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 2 8.40 4.00 0.20 0.20 0.24 0.28 3.52 Vu < PhiVct2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 2 8.42 4.00 0.20 0.20 0.25 0.27 3.52 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 2 8.45 4.00 0.20 0.20 0.25 0.26 3.52 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 2 8.47 4.00 0.19 0.19 0.26 0.25 3.51 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 2 8.50 4.00 0.19 0.19 0.26 0.24 3.51 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 2 8.52 4.00 0.19 0.19 0.27 0.23 3.51 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 2 8.55 4.00 0.18 0.18 0.27 0.22 3.50 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 2 8.57 4.00 0.18 0.18 0.28 0.21 3.50 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 2 8.60 4.00 0.17 0.17 0.28 0.21 3.50 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 2 8.62 4.00 0.17 0.17 0.29 0.20 3.49 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 2 8.64 4.00 0.17 0.17 0.29 0.19 3.49 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 2 8.67 4.00 0.16 0.16 0.29 0.18 3.49 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 2 8.69 4.00 0.16 0.16 0.30 0.18 3.49 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 +120D+1.60L 2 8.72 4.00 0.16 0.16 0.30 0.17 3.48 Vu < PhiVd2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 2 8.74 4.00 0.15 0.15 0.31 0.17 3.48 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 +1,20D+1.60L 2 8.77 4.00 0.15 0.15 0.31 0.16 3.48 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 2 8.79 4.00 0.14 0.14 0.31 0.15 3.48 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 2 8.82 4.00 0.14 0.14 0.32 0.15 3.48 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 2 8.84 4.00 0.14 0.14 0.32 0.14 3.47 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 2 8.87 4.00 0.13 0.13 0.32 0.14 3.47 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 2 8.89 4.00 0.13 0.13 0.33 0.13 3.47 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 2 8.91 4.00 0.13 0.13 0.33 0.13 3.47 Vu < PhiVcl2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 2 8.94 4.00 0.12 0.12 0.33 0.12 3.47 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 2 8.96 4.00 0.12 0.12 0.34 0.12 3.46 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 2 8.99 4.00 0.12 0.12 0.34 0.11 3.46 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 2 9.01 4.00 0.11 0.11 0.34 0.11 3.46 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.601- 2 9.04 4.00 0.11 0.11 0.34 0.10 3.46 Vu < PhiVcl2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 2 9.06 4.00 0.10 0.10 0.35 0.10 3.46 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 2 9.09 4.00 0.10 0.10 0.35 0.10 3.46 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 2 9.11 4.00 0.10 0.10 0.35 0.09 3.45 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 2 9.13 4.00 0.09 0.09 0.35 0.09 3.45 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 2 9.16 4.00 0.09 0.09 0.36 0.08 3.45 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 2 9.18 4.00 0.09 0.09 0.36 0.08 3.45 Vu < PhiVc/2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 2 9.21 4.00 0.08 0.08 0.36 0.08 3.45 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 2 9.23 4.00 0.08 0.08 0.36 0.07 3.45 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 Stephen T, Kicinski, PE Project Title: Elhspt)rt Engineer: ineer: Project ID: Ellisport Engineering, Inc, � En-=inerrinir 1nc.. 2050181 st AveSW Vashon,WA 98070 ProjectDescr: 206-463-5311 (p) 206-463-2578 (fl email@elllspoftengineering.com PM www.ellis often ineerin .com _ P1869-11GHU15 MAR CH .EC6 i---- File = I:1Enerc�elPRi889-11Cii0RCN-1.EC6 Concrete Beam ENERCALC, INC.1%3-2017, 8uild:6.17.2.28. Ver.6.17.2.28 Description : Churchill - Structural slab 6' span, 3'trib Detailed Shear Information Span Distance 'd' Vu (k) Mu d"Vu1Mu Phi"Vc Comment P P Spacing (in) Load Combination Number (11) (gin) Actual Des.gn (k-ft) (k) (k) (k) (k) (k) Req'd Suggest +1.20D+1.o0L 2 9.26 4.00 0.07 0,07 0,36 0.07 3.45 Vu < PhiVcl2 Not Reqd 1 3.4 0.0 0,0 +1.20D+1,60L 2 9.28 4.00 0.07 0.07 0.37 0.06 3.44 Vu < PhiVc12 Not Reqd 1 3.4 0,0 0,0 +1.20D+1.60L 2 9.31 4.00 0.07 0.07 0.37 0.06 3.44 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 2 9.33 4.00 0.06 0.06 0.37 0.06 3.44 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 2 9.36 4.00 0.06 0.06 0.37 0.05 3.44 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1,20D+1.60L 2 9.38 4.00 0.06 0.06 0.37 0.05 3.44 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 2 9.40 4.00 0.05 0.05 0.37 0.05 3.44 Vu < PhiVcJ2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 2 9.43 4.Q0 0.05 0.05 0.37 0.04 3.44 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1,20D+1.60L 2 9.45 4.00 0.04 0.04 0.38 0.04 3.43 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 2 9.48 4.00 0.04 0.04 0.38 0.04 3.43 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 2 9.50 4.00 0.04 0.04 0.38 0.03 3.43 Vu < PhiVc/2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 2 9.53 4.00 0.03 0.03 0.38 0.03 3.43 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 2 9.55 4.00 0.03 0.03 0.38 0.03 3.43 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 2 9.58 4.00 0.03 0.03 0.38 0.02 3.43 Vu < PhiVc/2 Not Reqd 1 3.4 0.0 0.0 +1,20D+1.60L 2 9.60 4.00 0.02 0.02 0.38 0.02 3.43 Vu < PhiVd2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 2 9.62 4.00 0.02 0.02 0.38 0.02 3.43 Vu < PhiVc/2 Not Reqd 1 3.4 0.0 0.0 +1,20D+1.60L 2 9.65 4.00 0.02 0.02 0.38 0.01 3.42 Vu < PhiVc/2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1,60L 2 9.67 4.00 0.01 0.01 0.38 0.01 3.42 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1,20D+1.60L 2 9.70 4.00 0.01 0.01 0.38 0.01 3.42 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1,20D+1.60L 2 9.72 4.00 0.00 0.00 0.38 0.00 3.42 Vu < PhiVo12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 2 9.75 4.00 0.00 0.00 0.38 0.00 3.42 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 2 9.77 4.00 -0.00 0.00 0.38 0.00 3.42 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 2 9.80 4.00 -0.01 0.01 0.38 0.01 3.42 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 2 9.82 4.00 -0.01 0.01 0.38 0.01 3.42 Vu < PhiVct2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 2 9.84 4.00 -0.01 0.01 0.38 0.01 3.42 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1,20D+1.60L 2 9.87 4.00 -0.02 0.02 0.38 0.02 3.43 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1,60L 2 9.89 4.00 -0.02 0.02 0.38 0.02 3.43 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1,60L 2 9.92 4.00 -0.03 0.03 0.38 0.02 3.43 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 2 9.94 4.00 -0.03 0.03 0.38 0.03 3.43 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 2 9.97 4.00 -0.03 0.03 0.38 0.03 3.43 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 2 9.99 4.00 -0.04 0.04 0.38 0.03 3.43 Vu < PhiVc/2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 2 10.02 4.00 -0.04 0.04 0.38 0.04 3.43 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 2 10.04 4.00 -0.04 0.04 0.38 0.04 3.43 Vu < PhiVc/2 Not Reqd 1 3.4 0.0 0.0 +1,20D+1.60L 2 10.07 4.00 -0.05 0.05 0.37 0.04 3.44 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 2 10.09 4.00 -0.05 0.05 0.37 0.05 3.44 Vu < PhiVc/2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 2 10.11 4.00 -0.06 0.06 0.37 0.05 3.44 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 2 10.14 4.00 -0.06 0.06 0.37 0.05 3.44 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 2 10.16 4.00 -0.06 0.06 0.37 0.06 3.44 Vu < PhiVcJ2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 2 10.19 4.00 -0.07 0.07 0.37 0.06 3.44 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 2 10.21 4.00 -0.07 0.07 0.37 0.06 3.44 Vu < PhiVc/2 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 2 10.24 4.00 -0.07 0.07 0.36 0.07 3.45 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1,60L 2 10.26 4.00 -0.08 0.08 0.36 0.07 3.45 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 2 10.29 4.00 -0.08 0.08 0.36 0.07 3.45 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 2 10.31 4.00 -0.08 0.08 0.36 0.08 3.45 Vu < PhiVc12 Not Reqd 1 3.4 0.0 0.0 +1.20D+1.60L 2 10.33 4.00 -0.09 0.09 0.36 0.08 3.45 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 2 10.36 4.00 -0.09 0.09 0.35 0.09 3.45 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 2 10.38 4.00 -0.10 0.10 0.35 0.09 3.45 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 2 10.41 4.00 -0.10 0.10 0.35 0.09 3.46 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 2 10.43 4.00 -0.10 0.10 0.35 0.10 3.46 Vu < PhiVcl2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1,60L 2 10.46 4.00 -0.11 0.11 0.34 0.10 3.46 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 2 10.48 4.00 -0.11 0.11 0.34 011 3.46 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 2 10.51 4.00 -0.11 0.11 0.34 0.11 3.46 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 2 10.53 4.00 -0.12 0.12 0.34 0.12 3.46 Vu < PhlVd2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 2 10.56 4.00 -0.12 0.12 0.33 0.12 3.47 Vu < PhiVct2 Not Reqd 1 3.5 0.0 0.0 Elli,}�: art Stephen T. Kicinski, PE Project Title: Project ID: Ellisport Engineering, Inc. Engineer: Eilgineerinw?. IIlC..I 2050181 st AveSW Vashon,WA 98070 ProjectDescr: 206-463-5311 (p) 206-463-2578 (fl I email@ellisportengineering,com - I wuvw.eliis omen ineerin .com Printed: l5MAR 2017, T.i3PM File = I. EnWSMPR166S-31CN1}R(� f-1.EC6 Concrete Beam ENERCAM INC.19832017, Build:6.1TUS, Ver.6,17.2.28 Description : Churchill - Structural slab 6' span, 3'Vib Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing (in) Load Combination Number (M (in) Actual Design (k-ft) (k) (k) (k) Req'd Suggest +1-200+1 M 2 10.58 4.00 -0.13 0.13 0.33 0.13 3.47 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 2 10.60 4.00 -0.13 0.13 0.33 0.13 3.47 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 2 10.63 4.00 -0.13 0.13 0.32 0.14 3.47 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 2 10.65 4.00 -0.14 0.14 0.32 0.14 3.47 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 2 10.68 4.00 -0.14 0.14 0.32 0.15 3.48 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 2 10.70 4.00 -0.14 0.14 0.31 0.15 3.48 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 2 10.73 4.00 -0.15 0.15 0.31 0.16 3.48 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 2 10.75 4.00 -0.15 0.15 0.31 0.16 3.48 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 2 10.78 4.00 -0.15 0.15 0.30 0.17 3.48 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 2 10.80 4.00 -0.16 0.16 0.30 0.18 3.49 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 2 10.82 4.00 -0.16 0.16 0.30 0.18 3.49 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 2 10.85 4.00 -0.17 017 0.29 0.19 3.49 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 2 10.87 4.00 -0.17 0.17 0.29 0.20 3.49 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1,60L 2 10.90 4.00 -0.17 0.17 0.28 0.20 3.50 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1,20D+1.60L 2 10.92 4.00 -0.18 0.18 0.28 0.21 3.50 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 2 10.95 4.00 -0.18 0.18 0.27 0.22 3.50 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 +1,20D+1.60L 2 10.97 4.00 -0.18 0.18 0.27 0.23 3.51 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 2 11.00 4.00 -0.19 0.19 0.27 0.24 3.51 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 2 11.02 4.00 -0.19 0.19 0.26 0.25 3.51 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 +1.20D+1,60L 2 11.04 4.00 -0.20 0.20 0.26 0.25 3.52 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 2 11.07 4.00 -0.20 0.20 0.25 0.26 3.52 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 2 11.09 4.00 -0.20 0.20 0.25 0.28 3.52 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 2 11.12 4.00 -0.21 0.21 0.24 0.29 3.53 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1,20D+1,60L 2 11.14 4.00 -0.21 0.21 0.24 0.30 3.53 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1,20D+1.60L 2 11.17 4.00 -0.21 0.21 0.23 0.31 3.54 Vu < PhiVc12 Not Reqd 1 3.5 0.0 0.0 +1.20D+1,60L 2 11.19 4.00 -0.22 0.22 0.23 0.32 3.54 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.20D+1.60L 2 11.22 4.00 -0.22 0.22 0.22 0.34 3.55 Vu < PhiVc/2 Not Reqd 1 3.5 0.0 0.0 +1.200+1.60L 2 11.24 4.00 -0.23 0.23 0.21 0.35 3.55 Vu < PhiVc/2 Not Reqd 1 3.6 0.0 0.0 +1.20D+1.60L 2 11.27 4.00 -0.23 0.23 0.21 0.37 3.56 Vu < PhiVc12 Not Reqd 1 3.6 0.0 0.0 +1,20D+1,60L 2 11.29 4.00 -0.23 0.23 0.20 0.38 3.56 Vu < PhiVc/2 Not Reqd 1 3.6 0.0 0.0 +1.20D+1.60L 2 11.31 4.00 -0.24 0.24 0.20 0.40 3.57 Vu < PhiVc/2 Not Reqd 1 3.6 0.0 0.0 +1.20D+1.60L 2 11.34 4.00 -0.24 0.24 0.19 0.42 3.58 Vu < PhiVc12 Not Reqd 1 3.6 0.0 0.0 +1,20D+1,60L 2 11.36 4.00 -0.24 0.24 0.19 0.44 3.58 Vu < PhiVc12 Not Reqd 1 3.6 0.0 0.0 +1.20D+1.60L 2 11.39 4.00 -0.25 0.25 0.18 0.46 3.59 Vu < PhiVc/2 Not Reqd 1 3.6 0.0 0.0 +1.20D+1.60L 2 11.41 4.00 -0.25 0.25 0.17 0.48 3.60 Vu < PhiVc/2 Not Reqd 1 3.6 0.0 0.0 +1.20D+1.60L 2 11.44 4.00 -0.25 0.25 0.17 0.51 3.61 Vu < PhiVc12 Not Reqd 1 3.6 0.0 0.0 +1.20D+1.60L 2 11.46 4.00 -0.26 0.26 0.16 0.53 3.62 Vu < PhiVc12 Not Reqd 1 3.6 0.0 0.0 +1.20D+1.60L 2 11.49 4.00 -0.26 0.26 0.15 0.56 3.63 Vu < PhiVcl2 Not Reqd 1 3.6 0.0 0.0 +1.20D+1.60L 2 11.51 4.00 -0.27 0.27 0.15 0.60 3.64 Vu < PhiVc/2 Not Reqd 1 3.6 0.0 0.0 +1.20D+1.60L 2 11.53 4.00 -0.27 0.27 0.14 0.63 3.66 Vu < PhiVc12 Not Reqd 1 3.7 0.0 0.0 +1.20D+1.60L 2 11.56 4.00 -0.27 0.27 0.14 0.67 3.67 Vu < PhiVc/2 Not Reqd 1 3.7 0.0 0.0 +1,20D+1.60L 2 11.58 4.00 -0.28 0.28 0.13 0.72 3.69 Vu < PhiVc12 Not Reqd 1 3.7 0.0 0.0 +1.20D+1,60L 2 11.61 4.00 -0.28 0.28 0.12 0.77 3.71 Vu < PhiVct2 Not Reqd 1 3.7 0.0 0.0 +1.20D+1.60L 2 11.63 4.00 -0.28 0.28 0.11 0.83 3.73 Vu < PhiVc12 Not Reqd 1 3.7 0.0 0.0 +1.20D+1.60L 2 11.66 4.00 -0.29 0.29 0.11 0.89 3.75 Vu < PhiVc/2 Not Reqd 1 3.8 0.0 0.0 +1.20D+1.60L 2 11.68 4.00 -0.29 0.29 0.10 0.97 3.78 Vu < PhiVc/2 Not Reqd 1 3.8 0.0 0.0 +1.20D+1.60L 2 11.71 4.00 -0.30 0.30 0.09 1.00 3.80 Vu < PhiVd2 Not Reqd 1 3.8 0.0 0.0 +1.20D+1.60L 2 11.73 4.00 -0.30 0.30 0.09 1.00 3.80 Vu < PhiVc/2 Not Reqd 1 3.8 0.0 0.0 +1.20D+1.60L 2 11.76 4.00 -0.30 0.30 0.08 1.00 3.80 Vu < Ph1Vc/2 Not Reqd 1 3.8 0.0 0.0 +1.20D+1.60L 2 11.78 4.00 -0.31 0.31 0.07 1.00 3.80 Vu < PhiVcl2 Not Reqd 1 3.8 0.0 0.0 +1.20D+1.60L 2 11.80 4.00 -0.31 0.31 0.06 1.00 3.80 Vu < PhiVct2 Not Reqd 1 3.8 0.0 0.0 +1.20D+1.60L 2 11.83 4.00 -0.31 0.31 0.06 1.00 3.80 Vu < PhiVct2 Not Reqd 1 3.8 0.0 0.0 +1.20D+1,60L 2 11.85 4.00 -0.32 0.32 0.05 1.00 3.80 Vu < PhiVc/2 Not Reqd 1 3.8 0.0 0.0 +1.20D+1.60L 2 11.88 4.00 -0.32 0.32 0.04 1.00 3.80 Vu < PhiVc/2 Not Reqd 1 3.8 0.0 0.0 FElliport En,=inrerinLy. Inc. I Concrete Beam Stephen T. Kicinski, PE Ellisport Engineering, Inc. 20501 81stAveSW Vashon, WA 98070 206-463-5311(p) 206-463-2578 (g email@ellisportengineering.com Description : Churchill - Structural slab 5' span, 3'tdb Project Title; Engineer: Project ID: Project Descr: Pdnted:15 MAR 2017. 2:13PM File=1:1Enercalc1PR1869-1%CHURCH-1.EC6 ENERCALC, INC.1983-2017. 8uil&6.17.2.26, Ver:6.17.2.28 Detailed Shear _ _Information Span Distance 'd' Vu _ (k) Mu d'Vu/Mu Phi"Vc Comment Phi'Vs P Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (#c} (k) {k] Req'd Suggest +1.26D+1.BOL 2 11.90 4.00 -0.32 0.32 0.03 1.00 3.80 Vu < PhiVd2 Not Reqd 1 3.8 0.0 0,0 +1.20D+1.60L 2 11.93 4.00 -0.33 0.33 0.02 1.00 3.80 Vu < PhiVd2 Not Reqd 1 3.8 0.0 0.0 +1.20D+1.60L 2 11.95 4.00 -0.33 0.33 0.02 1.00 3.80 Vu < PhiVG2 Not Reqd 1 3.8 0.0 0.0 +1.20D+1.60L 2 11.98 4.00 -0.34 0.34 0.01 1.00 3.80 Vu < PhiVc12 Not Reqd 1 3.8 0.0 0.0 +1.20D+1,60L 2 12.00 4.00 -0.34 0.34 0.00 1.00 3.80 Vu < PhiVc12 Not Reqd 1 3.8 0.0 0.0 Maximum Forces & Stresses for load Combinations Load Combination Location (it) Bending Stress Results ( k•ft ) Segment Length Span # in Span Mu: Max Phi"Mnx Stress Ratio --- MAXimum BENDING Envelope 1 6.000 -0.87 5.00 0.13 Span # 1 Span # 2 2 6.000 -0.68 5.00 0.14 +1.40D Span # 1 1 6.000 -0.45 5.00 0.09 Span # 2 2 6.000 -0.46 5.00 0.09 +1.20D+1.60L Span # 1 1 6.000 -0.67 5.00 0.13 Span # 2 2 6.000 -0.68 5.00 0.14 +1.20D+0.50L Span # 1 1 6.000 -0.47 5.00 0.09 Span # 2 2 6.000 -0.48 5.00 0.10 +1.20D Span # 1 1 6,000 -0.38 5.00 0.08 Span # 2 2 6.000 -0.39 5.00 0.08 +0.90D Span # 1 1 6.000 -0.29 5.00 0.06 Span # 2 2 6.000 -0.29 5.00 0.06 Maximum Deflections _Overall Load Combination Span Max."-" Defl Location in Span Load Combination Max. "+" Defl Location in Span - +p+L 1 0.0020 2.486 0.0000 0.0000 0.000 0.000 +D+L 2 0.0020 3.514 E1lisport EnRineering, Inc. Appendix — Original Deck Desi n 20501 81' Ave. S.W. Vashon, WA 98070 (206) 463-5311 (phone) (206) 463-2578 (fax) email@ellisportengineering.com (email) .ao.a O%VM. &.e,�„.. s, n l a. 7 1 4 tl ��re,,,, w'� c4dx6 vllf 'RYN.'n'%3a3d i! nnTrwmu, o u l u 8 1 s a p :uruwzacR,cxic !� Ntlld lDld NOIlY71fl�IjN0�3H?I'�-0 Sf)"VuarnaaaJ o o a 30N30IM 30VIINOB 0 20 �} its i 3 C'wL^ Q a�C� a a a a a i a a N G�lo FP A 8 0 i ° MCI •in I��li4aay v 'mw III IR 4K' WYQW[ WeM Wi Wnuanau asoA •1 u l u N l S a p woes Z)V-Ww a [Msgfl NOLLOMIdNOOMNOBEI 30NBUM21d =JUVANOS e�'� FFyQQy Y, n I.. i l 4 + v , min min rx'mw 1 1 1+ 1 •wwanabx c� ow rofe'AVM 7VWt¢dd I 1 1 , 1 U1ownummoo 18od) `� K" Dmwvua3oaa Mali 9111 u 6 1 6 0 p 9OV14p Km9a, IIli: L/ lsewassoao,"WONILSIX3 HOiLvurrl4if4007k5103Q SDNUAvaa.LU 3d o o a •'3JN33I838 30VAINOS gE Y e! �g E I I 1 es I , I i � i+ I I i I I I .I Ll-------..T__�._ t • r t I t t I I (NOILOnV SNOOJSOd) I 0 7 1 4 + V NV7d oNlwtlxd xaaa Tam 0 u l u B l s a p alloms aasodOxd B ONaSIXa seNI&Vda a.naaaa p ..I �n •! •I I! 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NOLLtliJ OUN003tl WJ30 30N301931130`d31N0S I I Q t � a a" Z 15 Noo . s �£ H �mX�,�G �aWa]� of i•I � gr o Pq W F� � PWi fF/J � l•• z F7 m N r-I d Y, I P�� I �t< ��FM �� i i X I I i ] I I I I I I X I - — • g lip gl � ' A 3s3 a��A�� do �gg REV ISIC)N DATE STRUCTURAL CALCULATIONS FOR BONIFACE DECK FRAAHNG FOR ECCO DESIGN, INC. PROJECT NO. 24314.01 JANUARY 10, 2004 PREPARED AND STAMPED BY MICHAEL SZRAMEK, P.E. rworAmm w r.+mm� MC SQUARED, INC. 1235 EAST 4TH AVENUE, SUITE 101 OLYMPIA, WASHINGTON 98506-4211 (360) 754-9339 -FAX (360) 352-2044 MC SQUARED, INC. OLYMPIA, WASHINGTON 98508 (360) 7"-9339 FAX (360) 36220" I Job: ;fez 0/ Date: By; Sheet: Page of 29 lr wl co TI 4.+) y A I- C, fl V A F-V•b PM 4- 1,A E S L4?-A I-- rr— \A— MC SQUARED, INC. Job; %WIF CV— RAMIOg OW&-o'e OLYMPIA, WASHINGTON 98506 .1 Date: By: (360) 754-9339 FAX (360) 352-2044 Sheet; page '& of, CAeaV�- lc xiSTi'jL Vez-V- Y-VLAM.or' doe. ( All construction shall conform to the applicable portions of the latest edition of the International Building Code except where noted. Design Criteria: 1. Live Load = 25 PSF (Snow) 40 PSF (Floor/deck) 2. Dead Load = 15 PSF (Floorldeck) 10 PSF (Wall) 150 PCF Concrete 3. Wind = 2003 IBC Exposure 6 @ 85 mph, 3 second gust Importance Factor 1.0 Sum of Internal and external pressure = 14.9 psf 4. Earthquake = 20031BC, SS = 1.4 Site Class D SL=.50 IE= 1.0 Seismic Use Group I Seismic Design Category D SDS= 0.93 SDL= 0.50 Wood Shear Walls V=1.2 SDS I W/ (1.4 R) V= .122 W for Allowable Stress Design R= 6.5 CS= SDS/(R/1) CS= .143W for Load Factor Design 5. Soil = 1500 PSF, Assumed Bearing Capacity 40 PCF, Assumed Active Pressure 250 PCF, Assumed Passive Pressure 0.45 Coefficient of Friction MC SQUARED, INC. Job: 1661211F CF— Deic- OLYMPIA, WASHINGTON 98506 (360) 764.9339 Date- �Y FAX (360) 352-2044 Sheet: Page 3 of'" _ ZN o y-t.o 0?- t) re-4 tr.--7 - i EIdG(� ONE S vz! - 0-- ,\ti n z � S z to w - 40 �z� - �o ' �xb W0� lirv.°V KJ Uiv L ! �Z'(2- 111111 j 15 + 4-0 `` 40 ` 1� i+ 'ISO �* 4P 1 �vf MC SQUARED, INC. OLYMPIA, WASHINGTON 98506 (360) 754-9339 FAX (360) 352-2044 a zi Job: &MlV- f8 Dr::Ce �GAM►'Iln/ ,2�3/y,dl Sheet; Page 41 of, Z9 Title : Dsgnr: Description Scope : R°"' K400s Llaar. rSVY-0695177. Vor fi B.U, 5•07c•200.3 Timber Beam & Joist irl i 903.2w3 ENERCALC E„gin"ringSchwara Description BONIFACE SECOND FLOOR DECK FRAMING Job #�'�' a Date: 10:01AM, 10 JAN 05 ��Jq Page 1 Timber Member information :ode Ref:1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined A B C D E F G Timber Section Us axe 600 6xto 40 600 6xt0 Beam Width In 3.500 3.500 5.500 5.500 3.500 5.500 5,500 Beam Depth In 7.250 7.250 9.500 9.500 3.500 9.500 9.500 Le: Unbraced Length ft, 0.00 1.75 0.00 0.00 0.00 0.00 2.00 Timber Grade DouglasFlr- Douglas Fir- DouglasFlr- DouglasFlr- DouglasFlr- Douglas Flr- Larch, No.2 Lerch, No.2 Larch, No.1 Larch, No.2 Larch, No.l larch, No.l Fb - Basic Allow psi 900.0 1,000.0 1,350.0 1.350.0 900.0 1,350.0 1,350.0 Fv - Basic Allow psi 180.0 95.0 170.0 170.0 180.0 170.0 170.0 Elastic Modulus ksl 1,600.0 1,600.0 1,600.0 1,600.0 1,600.0 1,600.0 1,600.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 1,000 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repafiilive Status Repetitive Repetitive No No No No No Center Sp Span Dead Load Live Load Dead Load Live Load start End Cantilever Span Data 12.00 6.83 10.00 11.00 4.00 11.00 7.00 30.00 30.00 134.00 134.00 77.00 94.00 94.00 60.00 80.00 250.00 250.00 207.00 250.00 250.00 51.00 137.00 4.000 Span R 1.75 2.00 Uniform Dead Load #/ft 30.00 173.00 Uniform Live Load #/ft 80.00 355.00 Ratio = 0.5759 0.2080 0.5157 0.6240 0.7065 0.6428 0.2085 _Results Mmax Q Center in-k 23.76 7.42 57.60 69.70 6.82 71.79 23.25 X = ft 6.00 3.36 5.00 5.50 2.00 5.10 3.36 Mmax Q Cantilever in-k 0.00 -2.02 0.00 0.00 0.00 0.00 -12.67 fb : Actual psi 774.9 242.1 696.2 842.6 953.8 867.7 281.0 Fb : Allowable psi 1,345.5 1,490.7 1,350.0 1,350.0 1,350.0 1,350.0 1,347.9 Sending OK Bending OK Bending OK lending OK Bending OK Bending OK Bending OK fv : Actual psi 35.3 19.8 46.7 52.4 59.5 60.6 31.2 Fv : Allowable psi 180.0 95.0 170.0 170.0 180.0 170.0 170.0 Shur OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions Q Left End DL Ibs LL Ibs Max. DLtLL Ibs (c� Right End DL Ibs LL Ibs Max. DL+LL lbs Deflections 180.00 95.72 670.00 737.00 154.00 683.91 279.57 480.00 273.20 1,250.00 1,375.00 414.00 1,823.36 875.00 660.00 368.92 1,920.00 2,112.00 568.00 2,507.27 1,154.57 180.00 161.68 670.00 737.00 154.00 554.09 724.43 480.00 431.14 1,250.00 1,375.00 414.00 1,414.64 1,686.43 660.00 592.81 1,920.00 2,112.00 568.00 2,028.73 2,410.86 Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Doff In -0.079 -0.007 -0.048 -0.070 -0.022 -0.057 -0,005 L/Defl Ratio 1,829.6 11,789.8 2.502.5 1,880.2 2,165.5 2.315.9 16,158.1 Center LL Del In -0.210 -0.022 -0.089 -0.131 -0.060 -0.152 -0.021 L/Defl Ratio 686.1 3,721.2 1,341.4 1,007.8 805.5 869.6 3.910.6 Center Total Deli In -0.289 -0.029 -0.137 -0.201 -0.082 -0.209 -0.027 Location It 6.000 3.388 5.000 5.500 2.000 5.412 3,444 L/Defl Ratio 499.0 2,827.7 873.3 656.1 587.1 632.2 3,151.8 Title: Job # ; Dagnr: Date: 10:01AM, 10 JAN 05 Description: Scope Row. 550006 Uor.. KW-006122 Vvr 5 &.0, 1.ONC-M 3 Timber Beam &Joist Page 2 ji:)MM003 ENEOCAIC Enpinaertnp SaltlYare _ Description BONIFACE SECOND FLOOR DECK FRAMING Cantilever DI. Defl in] 0.005 0.002 Cantilever I.I. Dell in 0.012 0.009 Total Cant. Dell In 0.017 0.011 Well Ratlo 2,487.6 4,528.6 MC SQUARED, INC. Job; &N► �Oc Fa*",V giy' a OLYMPIA, WASHINGTON 98506 (360) 754.9339 Date; By: dcE FAX (360) 352-2044 ��pp Sheet: Page�oF_,[._ `77 �tov� b�� Foams spy �z i 9 Nal �tL o /7-) is 4� 110 4-v — "bv iz. 5 Lu o = � � ti 5 +- a-v vu �S 4-6 LqD= 3a. uj%,z %v MC SQUARED, INC. OLYMPIA, WASHINGTON 98506 (360) 754.9339 FAX (360) 362-2044 I WE Job: & lfigcE Fi+Am a � 1 -0/ Date: By; l��iacl Sheet: Page �of �— ISM ISO Pik ZSa 'z5 ti Rev- 5e0806 ilser.SW-W05122. Var Ic1f 099-2003 ENERCAL Description Title , Dagnr: Description Scope: )03 Timber Beam & Joist SofWarn - BONIFACE MAIN FLOOR 13t-U C I-KAMINU I Timber Member Information Timber Section Beam Width Beam Depth Le: Unbraced Length Timber Grade Fb - Basic Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status Center Sp Span Dead Load Live Load Data Cantilever Span Span Uniform Dead Load Uniform Live Load Results Mmax Q Center A x = Mmax Q Cantilever fb : Actual Fb : Allowable fv : Actual Fv : Allowable Reactions Left End DL LL Max. DL+LL Right End DL LL Max. DL+LL Deflections Center DL Dal UDefl Ratio Center LL Dell UDefl Ratio Center Total Dell Location L/Defl Ratio Cantilever DL Dal Cantilever LL Dell Total Cant. Dell UDefl Ratio A Job # P:5111, 61 Date: 10:27AM, 10 JAN 05 a/~/ Page 1 .,ode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Us in 3.500 In 7.250 f1 0.00 Douglas Fir - Larch, No.2 PSI 900.0 PSI 180.0 ksi 1,600.0 1.000 Sawn Repetitive e 4x10 3.500 9.250 0.00 Douglas Fir - Larch, No.2 900.0 180.0 1,600.0 1.000 Sawn No I Us 3.500 7.250 0.00 Douglas Fir - Larch, No.2 900.0 180.0 1,600.0 1.000 Sawn No 0 exe 5.500 7.500 0.00 Douglas Fir - Larch, No.2 750.0 170.0 1,300.0 1.000 Sawn No E axe 5.500 7.500 1.00 Douglas Fir - Larch, No.2 750.0 170.0 1,300.0 1.000 Sawn No F 4xe 3.500 7.250 3.00 Douglas Fir - larch, No.2 900.0 180.0 1,666.6 1.000 Sawn No G Us 3.500 7.250 4.00 Douglas Fir - Larch, No.2 900.0 180.0 1,600.0 1.000 Sawn No 4i tt 12.00 4.00 3.00 4.00 6.00 7.00 8.00 #1ft 30.00 154.00 30.00 154.00 154.00 94.00 94.00 #/ft 80.00 250.00 80.00 250.00 250.00 250.00 250.00 it 1.00 3.00 4.00 #Iff 154.00 154.00 154.00 #Ift 250.00 260.00 2R-0a� 'jr Ratio = 0.5759 0.1799 0.0414 0.2507 0.5525 0.6105 1.0869 In-k 23.76 9.70 1.45 9.70 21.36 21.30 &:[1 fi 6.00 2.00 1.50 2.00 2.98 3.22 3.55 In-k 0.00 0.00 0.00 0.00 -2.42 -21.82 -38.78 PSI 774.9 194.3 48.4 188.0 414.2 711.5 Z. �4. 0,10 f o psi 1,345.5 1'080.0 1,170.0 750.0 749.7 1,165.4 ,1 Bending OK Banding OK Bending OK Bending OK Bending OK Banding OK � psi 35.3 23.1 5.9 20.2 36.1 74.6 93.5 psi 180.0 Shear OK 180.0 Shear OK 180.0 Shear oK 170.0 Shear OK 170.0 Shear OK 180.0 Shear OK 180.0 Shear OK Ibs 180.00 308.00 45.00 308.00 449.17 230.00 222.00 Ibs 480.00 500.00 120.00 500.00 750.00 875.00 1,000.00 lbs 660.00 808.00 165.00 808.00 1,199.17 1,105.00 1,222.00 ibs 180.00 308.00 45.00 308.00 628.83 890.00 1,146.00 Ibs 480.00 500.00 120.00 500.00 1,020.83 1,785.71 2,250.00 Ibs 680.00 808.00 165.00 808.00 1,649.67 2.675.71 3,396.00 Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK In -0.079 -0.002 -0.000 -0.004 1,829.6 19, 988.7 117, 097.0 13, 602.5 In -0.210 -0.004 -0.001 -0.006 686.1 12,311.8 43.911 A 8,379.1 In -0.289 -0.006 -0.001 -0.009 it � 6.000 2.000 1.500 2.000 499.0 7,618.7 31,935.5 5,185.1 in, in in -0.017 -0.009 0.008 4,317.8 9,028.1 12,154.4 -0.029 -0.076 -0.130 2,482.7 1,106.1 741.0 -0.046 -0.084 -0.131 3.000 3.388 3.808 1,576.4 1,000.2 734.1 0.008 -0.023 -0.098 0.013 0.003 -0.077 0.022 -0.020 -0.175 1,100.5 3,540.9 549.6 Title : Dsgnr: Description Scope: VW6.&a,1-NO-20M Timber Beam & Joist C.ALO Ex4ncedng SoRNwro Description BONIFACE MAIN LEVEL DECK FRAMING RE -VISITED Job # 2j/Rj1'.d Date: 12:56PM, 11 JAN 05 In (Timber Member Information :ode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined E Timber Section sxe Beam Width in 5.500 Beam Depth In 7.500 Le: Unbraced Length fl 1.00 Timber Grade Douglas Fir - Larch, No.2 Fb - Basic Allow psi 750.0 Fv - Basle Allow psi 170.0 Elastic Modulus ksl 1,300.0 Load Duration Factor 1.000 MembarType Sawn Repetitive Status No Center Span Data Span �ft! 6.00 Dead Load #Jll 154.00 Live Load #4 250.00 Cantilever Span Span ft Uniform Dead Load #Yft Uniform Live Load #Ift Point #1 DL ibs LL Ibs ex ft Results Ratio Mmax @ Center ln-k QX= ft Mmax Q Cantilever in-k fb : Actual psi Fb : Allowable psi fv: Actual psi Fv : Allowable psi Reactions @ Left End DL LL Max. DL+LL Right End DL LL Max. DL+LL Deflections Center DL Defl UDefl Ratio Center LL Defl UDefl Ratio Center Total Del Location UDefl Ratio Cantilever DL Deli Cantilever LL Defl Total Cant. Defl UDefl Ratio 1.00 154.00 250.00 737.00 1,375.00 1.000 0.7183 17.21 2.66 -27.77 538.5 749.7 eandlna OK 82.4 170.0 Shear OK Ibs 326.33 Ibs 750.00 Ibs 1,076.33 Ibs 1,486.67 ibs 2,625.00 Ibs 4,113.67 Ratio OK In -0.006 12,558.5 In -0.029 2,482.7 In -0.034 ft 2.856 2,094.5 In: -0.003 in, -0.009 In� -0.012 1,990.2 MC SQUARED, INC. OLYMPIA, WASHINGTON 98506 (360) 764-9339 FAX (360) 352-2044 Date: BY, chpp,, Pageof 7-9 VV 1 p , r,n r �o has lu TAN Shy D F* atLy ro �v1Lfl�tJG W�(7 �1Q0�,.rG Low `TV r I .- WAND• wA,p �p slDb.g W 1►,. l�Y.. �S��c,D �sy 1 �atr, µn'isE �bg- rowo V:-� La- 'TD f+No Bic e 6P-J-r'� Gnw,r,r-+S i �nll3 67 7'w9 Lfwrwi,' N be M A .n1 V fGJ f�(r 5 I' 6 • �. x i to = 2b • j W Aw V N'11 STOPCsO�p�wt�¢ S bhDP•.+j �, Z3 •'► pS� aJ ��aa�, MC SQUARED, INC. OLYMPIA, WASHINGTON 98506 (360) 754-9339 FAX (360) 352-2044 Job: ANIFAIC5 INK4 FF2AM -N 31l1. 0l Date: By:-�Q►7?di, PE Sheet: Page iZ of 2" ° L4J sr �. (3.51 mvs Z s . 9 C I Z. �� 1 z_9 4,-9 c sT � .SA 1�51 2�•9 �t2_S,� 21bS Z/ Asa Gaaa�ycrioJ Cl Z w A 4 u tit, r' 2• S TD &.� f�+il w �.►. to l 4 a t rj lr_ - & , S ShTrJ� u+a�►3,g I.v Sr�z C-i3� 1 -s L 1-v \lm Sr�coao ��+. �tc4tc 1S It. 5$yc 'Ll V Z lc 5•Z5-1 4-A 0,11) 4,s41. z_i tApA --ni 2.0 * Ar) 4,v z—too U1 I-s in, f,. 1aA.a 'Uwt., Dvc" C2'x1L•�� Zx L� ILLS 411'I vNk%,r�L, �Iz; 20 iz-, 4, 4-0 19u w r..�. �� Z �t �o { �-) - l z b o) �san `l 5 ti7 19 4-o LUlW d Lo., T?-* vs MC SQUARED, INC. OLYMPIA, WASHINGTON 98506 (360) 7644339 FAX (360) 352-2044 Job: I ILL r k Ii1 d Date: By- Sheet: Page 0of _[__ '1 1z�s lI I JL I�9 PL � 1 b.i new I U V V, G : IT 2. 1 Company MC 2 Engineering Jan 10, 2005 Designer Mike Szramek 1:37 PM Job Number; BONIFACE SECOND FLOOR DECK FRAME Checked By: Global Hot Railed Steel Code AISC:A L) 9th Cold Formed Steel Code AISI 99: ASD NDS Wood Code I NDS 91: ASD NDS 7em erature I < 100F Concrete Code ACI 1999 Number of Shear Re ions 4 ]Region Spacing Increment in 4 Concrete Stress Block Rectangular Use Cracked Sections YiMS Bad Framing Warnings No Unused Farce Warnings I Yes General Material Properties Wood Material Pro erties General Section Sets NDS Wood Section Sets Member Primary Data Version 6.0 je:1RISAluntIt1ed.r2d1 Page 1 N 39y, a, Company MC 2 Engineering Jan 10, 2005 /Yo Designer Mike Szramek 1:37 PM Jab Number : BONIFACE SECOND FLOOR DECK FRAME Checked By: Joint Reactions (BV Combination (Continued Member Section Farces (By Combination Nel See AidAllkI r �x..a. 1 1 1 1 1.645� . 44 f 0 2 2 1.645 .344 -.516 3 1.645 .344 -1.032 4 1.645 .344 -1.548 5 5 1.645 .344 -2.064 6 1 2 1 3.021 -1.032 2 064 7 2 3.021 -1.032 - .54 8 3 3.021 -1.032 -1.032 g 4 3.021 -1.032 - 516 10 5 3.021 -1.032 0 11 1 3 1 3.542 0 0 12 2 3.542 3 3 3.542 0 0 14 1 4 3.542 0 0 1.5 5 3.542 0 0 16 1 4 1 .49 .716 0 17 2 2.493 .716 -1.074 18 3 2.493 .716 -2.148 19 4 2.4 .716 -3.222 20 5 2.493 .716 -4.29 21 1 5 1 -.371 -2.148 -4. 96 2 2 -.371 -2.148 -3,222 23 3 -.371 -2.148 -2.148 24 4 -.371 -2.148 -1.074 25 5 -.371 -2.148 0 26 1 6 1 1.032 3.021 0 27 2 1.059 2.829 -1.462 no 9 4 nor n f.^a7 n onn 29 4 1.112 2.445 -4.099 31 1 7 1 -.238 .877 -5.274 33 3 -.026 -.659 -5.709 35 5 .186 -2.195 0 37 2 .292 .579 -1.926 39 4 .504 -.957 -1.171 41 1 9 1 -2.254 1.139 1.51 43 3 -2.201 .755 .563 45 5 -2.148 -371 ` 0 n 7 2 -1.946 0 0 RISA-21D Version 6.0 [e:\RISA\untitied.r2d] Page 4 RISA-21D Version 6.0 [e:\RISA\untitied.r2d] Page 4 243l4,a/.29 J - WJ E.VJr -L.i�LJ E 5 1.138 2.253 -5.274 3Q 2 -.13 -fi 259 32 4 Q8 -1.427 -3.622 4 36 1 8 1 1.347 Q 398 -.189 -2.317 6 61 -1.725 1.51 4 -2.227 .947 .989 42 4 -2.174 .563 .234 44 fi 1 1 1 -1.948 0 03111. dv 99 Company MC 2 Engineering Jan 14' 20a' I� i:37 PM Designer Mike Szramek Job Number: BONIFACE SECOND FLOOR DECK FRAME Checked By: marnhinr Section Forces B Combination Continued RISA-2D Version 6.0 [e:1RISAluntltled.r2d] Page 5 ,94-q ' of Company MC 2 Engineering Jan 0, 2005 1:37 PM Designer Mike Szramek Jab Number : 13ONIFACE SECOND FLOOR DECK FRAME Checked By: Member Section Forces By Combination) (Continued) LC - �._I a l� Ax4alkj— - �_--soarL. L- Morrt�n �. 105 - 5 4.05 Q 0 =_ -T- ---1.946 - 0 _ .. _ 0 105 2 11 -1.946 0 0 ml: 3 10.1 Member NDIS Wood Code Checks (B Combination (y� 2 1 2 6x6 sx6 uy nni .572 .56E 1 3 6x6 .11 E 4 1 4 6x6 1 r20 5 1 5 6x6 1,17 --42'� 6 1 6 6x10 7 1 7 6x10 W 8 1 9 8 6x10 6x10 4x4 .19, .17f .11! -L 10 1 10 _11 1 12 2 13 2 14 2 11 1 2 3 4x4 6 6x sx6 .16; 1.2c 1.17 11 15 16 -2 17 2 4 5 6 6x6 6x6 x10 5T .56 .17l 18 2 7 6x10 6x10 19 .50 19 2 a 20 2 9 6x1a 4x4 4x4 .42 .16 11 21 2 22 2 10 11 Solution Warnin La _ -m-0 a - No Data to RISA-2❑ Version 6.0 [e:1RlSAluntitled.r2d] Page 6 Company MC 2 Engineering .tan 10, 20050/; 1 PM Designer Mike szramek Job Number : BONIFACE SECOND FLOOR DECK FRAME (4) STRUTS Checked By: Global Internal Sections tar memoar V811:5 W f A— 01,-r r7ofnrm!Ainn Yes r,anaral Material Prooer#ies Wood Materiai Pra erdes General Section Sets . _ .,._... , ,nn nvnl n.,Ati ! IA -SRn1 }indl NDS Wood Section Sets ei I In iRlS► Ifnd1 Member Primary Data 4 ul r BM i ical War BLarch T ical SV ar - B 7y.Picai gal B g1gal Page 1 RISA-2D Version 6.0[E:1Risa1BONIFACE-DECK-FRAME-ii.r2d] Awy, dl Company MC 2 Engineering Jan 10, 2005 Designer Mike Sxramek 1:51 PM Job Number : BONIFACE SECOND FLOOR DECK FRAME (4) STRUTS Checked By: Member Prima Data Cantinued� Joint Coordinates and Temperatures Joint Boundary Conditions NDS Wood Design Parameters RISA-2❑ Version 6.0 [E:ffs3lBONIFAG E-DECIt-FRAME-II.r2d] rage z X�W, a Company MC 2 Engineering Jan 10, 2005 Designer Mike Szramek 1:51 PM Job Number : SONIFACE SECOND FLOOR DECK FRAME (4) STRUTS Checked By; Mamhar distributed Loads .(BLC 1 : DEAD Marnhar Distributed Loads _(BLC 2 : LIVE Member Distributed Loads (BLC 3 : SEISMIC F3asic Load Cases _.. Load Combination Desi n .joint Deflections (BY Combination -11.�d�. rage s RISA-2D Version 6.0 [E:1Risa1B0NIFACE-DECK-FRAME e941MUO Company MC 2 Englneering S k Jan 10, 2005/'� resigner Mike zrame 1:51 PM Jab Number : BONIFACE SECOND FLOOR DECK FRAME (4) STRUTS Checked By: Joint Reactions (13y Combination Member Section Forces (By Combination f11,-5A-ZLj Version ❑.V Lr-.\r%i001&+vi-4'l " —' - ---__J