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HomeMy WebLinkAboutStamped Calculations for the DAC building Design Calculations For: 21672 9726C Yarmouth National Grid, DAC Building Yarmouth, MA Precast utility building Submitted on: 02/09/2022 United Concrete Products, Inc. 173 Church Street Yalesville, CT 06492 (800 234.3119 February 9th, 2022 For Structural Design Only General Information Applicable Codes: 1.)ACI 318-14 Building Code Requirements for Structural Concrete (318-14) and commentary (318R-14) 2.)AISC Manual of Steel Construction, 14th Editions (ASD & LRFD) 3.)MNL 120-17 PCI Design Handbook, 8th Edition 4.)International Building Code 2015 with Amendments 5.)ASCE 7-10 Minimum Design Loads for Building and other Structures 6.) Material Specifications: 1.) Precast Concrete …....................................................................................f'ci =2500 psi f'c,28 =5000 psi (Light weight concrete)w =115 pcf (Normal weight concrete)w =150 pcf 2.) Prestressed/Post-Tensioned Concrete….................................................f'ci =2500 psi f'c,28 =5000 psi 3.) Mile reinforcement (ASTM A615)….............................................................fy =60 ksi 4.) Prestressed Reinforcement (ASTM A417 7-wire low lax)….........................fy =270 ksi 5.) Steel Plates and Angles (ASTM A36)….........................................................fy =36 ksi 6.) Hollow steel sections (ASTM A500)…...........................................................fy =46 ksi 7.) Bolts (ASTM A325)…..................................................................................φfv (N) =36 ksi φfv (X) =45 ksi 8.) Threaded rod (ASTM A305)….....................................................................φfv =18 ksi 9.) Headed anchor studs (ASTM A108)…..........................................................fy =50 ksi 10.) Welded wire fabric (ASTM A185 plain WWR)…..........................................fy =80 ksi Massachusetts Amendments to the International Building Code 2015, 9th Edition. Wind Loading Wind Risk Category =III Exposure Category =C Basic wind speed =152 mph Topographic Factor, Kzt =1.0 (Section 26.8) Wind Directionality Factor, Kd =0.85 (Section 26.6) Gust Effect Factor, G =0.85 (Section 26.9) Windward Ext Press Coeff, Cpw =0.8 (Figure 27.4-1) Leeward Ext Press Coeff, CpL =-0.46 (Figure 27.4-1) Internal Pressure Coefficient, GCpi =± 0.18 (Table 26.11-1) Velocity Pressure Coefficient at "z", Kz =0.85 (Table 27.3-1) Velocity Pressure at "z", qz =42.7 psf Windward design Pressure, pw =29 psf Leeward design Pressure, pL =-15.3 psf MWFRS pressure =44.3 psf Wind overturning moments: Vu(k)Mu(k-ft) X-axis =5.29 26.36 @ult Y-axis =4.41 21.97 @ult Seismic Loading (per Equivalent Lateral Force Procedure) Seismic category =B Seismic importance factor =1.25 Seismic risk category =III Short period response, Ss =0.149 1 second period response, S1 =0.054 Seismic site class =D (D to be used if soil not known) Fa =1.6 (interpolated) Fv=2.4 (interpolated) R=3 (3 for ordinary reinforced PC Brg walls) SMS =0.239 SDS =0.159 SM1 =0.13 SD1 =0.087 Seismic mass, W =11.38 kips X&Y-axis Base Shear, Vu =0.75 kips Wind controls X-axis design Seismic overturning moment:3.73 k-ft Wind controls Y-axis design Geometry & Live Loads Building width=10 ft Building length =12 ft Building height =9.96 ft Wall height =9.0 ft Roof overhang =1.5 in Roof Live Load =20 psf Roof Snow Load =25 psf Roof Super. DL =20 psf Floor Live Load =150 psf Floor Super. DL =0 psf Wall Lateral Load =44.3 psf Roof thickness(ave) =4.5 in Wall thickness =3.5 in Floor thickness(ave) =6 in Blockouts in roof =0 sq-ft Blockouts in walls: Wall (1) =4.00 sq-ft Wall (2) =24.04 sq-ft Wall (3) =2.01 sq-ft Wall (4) =- sq-ft Component Wind Loads per wind worksheet: PW(+) =42.7 psf (Trib. Area = 100 ft2) PW(-) =-53.3 psf (Trib. Area = 100 ft2) Bldg on Foundation:1 (1 = on foundation │ 0 = brg on soil) Blockouts in Floor =1.67 sq-ft Building Weight *Conservatively ignore equipment for overturning Roof =5.41 kips Wall (1) =3.49 kips Wall (2) =2.04 kips Wall (3) =3.56 kips Wall (4) =2.84 kips Floor =9.29 kips Total =26.63 kips 12'-0"10'-0" Sliding (Using side with maximum exposure) Coefficient of friction, Cf =0.3 (assumed) Sliding resistance =8.0 kips (0.3*building wt.) Sliding force =3.18 kips (max. wall area times wind force)@service F.S. =2.52 Overturning F.S. against overturn about the x-axis: MOT =13.18 kip-ft @service MRES =97.9 kip-ft F.S. =7.4 F.S. against overturn about the y-axis: MOT =15.82 kip-ft @service MRES =81.9 kip-ft F.S. =5.2 Soil Bearing Stress Building rests on foundation N/A Foundation design by Other.9'-11 1/2" 12'-0" 10'-0" Lateral wall loading and forces Walls 1 & 3 (Load Bearing) (Floor connection) Shear force at bottom of wall, Vu =2.21 kips Capacity of floor connection, φVn =2.12 kips (per calc sheet) # of connections required =2 (min of 2 per wall) (Wall properties) Wall length =12.00 ft Area =504 sq-in Axial Load =0.96 klf (ultimate weight of wall only) Swall =12096.0 in3 (bh2/6) (Wall forces) Mu =9.93 k-ft Tu =6.56 kips (maximum compressive force at end) Tu =4.91 kips (maximum tension force at end, "+" = net compression) (Shear in concrete at top of wall) * (#4@12"oc & μ =1.4λ)λ = 1 φVn = φAvfFyμ =12.60 kips φVn =151.20 kips Vu =1.10 kips OK Walls 2 & 4 (Non-Load Bearing) (Floor connection) Shear force at bottom of wall, Vu =2.65 kips Capacity of floor connection, φVn =2.12 kips (per calc sheet) # of connections required =2 (min of 2 per wall) (Wall properties) Wall length =10.00 ft Area =420 sq-in Axial Load =2.72 kips (ultimate weight of wall, roof and roof live loads) Swall =8400 in3 (bh2/6) (Wall forces) Mu =11.91 k-ft Tu =2.55 kips (maximum compressive force at end) Tu =0.17 kips (maximum tension force at end, "+" = net compression) (Shear in concrete at top of wall) * (#4@16"oc & μ =1.4λ)λ =1 φVn = φAvfFyμ =9.45 kips/ft φVn =94.50 kips Vu =1.32 kips OK Beam Above Door or Wall Opening (load bearing at dbl door) (Geometry and loads)opening width =40.25 in length =40.25 opening height =86 in h =12 Load bearing wall? =1 (0 = no, 1 = yes) d =9 b =3.5 Wu =0.805 klf (including roof live loads) Mu =1.133 k-ft Mu = Wu*l2/8 Vu =1.05 kips Vu = Wu(l-d)/2 (Flexure) Assuming (2) #4 standard above door:As =0.4 sq-in a=As*Fy/0.85*f'c*b =1.61 in φMn = φ*As*Fy*(d-a/2) =177 k-in 14.7 k-ft OK (Shear) φVn = φ*2*√f'c*bw*d/1000 =3.34 kips φVn/2 =1.67 kips Ok, No Shear Reinf req'd Roof Design (Geometry and loads) length =116.5 in h =4.5 in daverage = 3.5 in b =12 in Wu =0.132 klf/ft @ult Mu =1.549 k-ft/ft @ult Vu =0.62 klf @ult (Flexure) #4@12"As =0.20 sq-in/ft a = AsFy/0.85f'cb =0.24 in φMn = φAsFy(d-a/2) =48.7 k-in 4.06 k-ft OK 3√f'c/fy =0.0027 ρ = 0.0048 OK 200/fy =0.0025 ρmin =0.0027 ρmax =0.017 ρbal =0.022 β1 =0.8 (shear) φVn = φ2√f'cbwd/1000 =4.45 kips OK Floor Slab Design (Geometry and loads) length =108 in h =6 in d =4 in b =12 in Wu =0.33 klf/ft @ult Mu =3.341 k-ft/ft @ult Vu =1.43 klf @ult (Flexure) #4@12"OC As =0.2 sq-in a = AsFy/0.85f'cb =0.24 in φMn = φAsFy(d-a/2) =41.9 k-in 3.49 k-ft OK 3√f'c/fy =0.0027 ρ = 0.0042 OK 200/fy =0.0025 ρmin =0.0027 ρmax =0.017 ρbal =0.022 β1 =0.8 (shear) φVn = φ2√f'cbwd/1000 =5.09 kips OK ENGINEERING VENTURES, INC. Project: 208 Flynn Ave., Suite 2A Date: Burlington, VT 05401 Designer: ph 802.863.6225 fax 802.863.6306 Description: ASCE 7-10 Snow Load Notes Input Pg (psf)30 = ground snow load Ce 1 = exposure factor (Table 7-2)Insert roof info (up to 8 different conditions) I 1.1 = importance factor (Table 1.5-2)Ct W (ft) Pmin (psf)25 = minimum roof snow load roof thermal horiz eave pitch factor to ridge Per Mass. Buidling code:(x/12) (Table 7-3) distance 1 1.1 20 N Output Flat Roof, Sloped Roof and Unbalanced Snow Load ridge to transition ridge to transition rise q (°)W (ft)Pf (psf) Ps (psf)windward transition to eave Ps (psf)windward transition to eave 1 4.8 20 25 13.2 25 8 33 25 25 8 33 25 Drifting Snow Surcharge lu (ft)hd (ft)Wd (ft)Pd (psf)hd (ft)Wd (ft)Pd (psf) 25 1.7 7 30 1.2 5 22 30 1.9 7 33 1.4 6 25 40 2.2 9 39 1.6 7 29 Snow Density 50 2.5 10 44 1.9 7 33 g (pcf)17.9 = 0.13Pg+14 60 2.7 11 49 2.0 8 37 70 3.0 12 53 2.2 9 40 80 3.2 13 56 2.4 9 42 90 3.3 13 60 2.5 10 45 100 3.5 14 63 2.6 11 47 110 3.7 15 66 2.8 11 49 120 3.8 15 68 2.9 11 51 130 4.0 16 71 3.0 12 53 140 4.1 16 73 3.1 12 55 150 4.2 17 76 3.2 13 57 160 4.4 17 78 3.3 13 59 170 4.5 18 80 3.4 13 60 180 4.6 18 82 3.4 14 62 190 4.7 19 84 3.5 14 63 200 4.8 19 86 3.6 14 65 windward drift Rafter roof system must have simply supported prismatic members spanning from ridge to eave. unobstructed slippery surfaces* leeward drift rafter roof system (Y/N) 21672 UNITED CONCRETE 1/20/2022 9:14:43 AM MAN 9726C YARMOUTH NATIONAL GRID, DAC BUILDING Table 1604.11 Snow Loads, wind speeds, and seismic paremeters: Min. snow load for Yarmouth, MA = 25 psf leeward leeward *For warm roofs (Ct <=1.0) with R<30 for unventilated roofs or R<20 for ventilated roofs, use the sloped and unbalanced snow load for "all other surfaces". ridge to transition distance (ft) all other surfaces This design aid determines snow loads based on ASCE 7-10. Drift loads may be reduced by consideration of difference in height between the upper and lower roof or deck. The unbalanced snow load is for hip and gable roof. Calculations Flat Roof, Sloped Roof and Unbalanced Snow Load Rise q (°)S Ct W (ft)Pf (psf) hd (ft)70/W+0.5 1 4.8 12.00 1.1 20 25.41 1.4 4.00 13.2 Pf used for Ps ridge to transition ridge to transition Rise (psf)Cs Ps (psf)windward transition to eave Cs Ps (psf)windward transition to eave 1 25.41 1.00 25 8 33 25 1.00 25 8 33 25 Drifting Snow Surcharge lu (ft) hd (ft) Wd (ft) Pd (psf) hd (ft) Wd (ft) Pd (psf) 25 1.7 7 30 1.2 5 22 30 1.9 7 33 1.4 6 25 40 2.2 9 39 1.6 7 29 50 2.5 10 44 1.9 7 33 60 2.7 11 49 2.0 8 37 70 3.0 12 53 2.2 9 40 80 3.2 13 56 2.4 9 42 90 3.3 13 60 2.5 10 45 100 3.5 14 63 2.6 11 47 110 3.7 15 66 2.8 11 49 120 3.8 15 68 2.9 11 51 130 4.0 16 71 3.0 12 53 140 4.1 16 73 3.1 12 55 150 4.2 17 76 3.2 13 57 160 4.4 17 78 3.3 13 59 170 4.5 18 80 3.4 13 60 180 4.6 18 82 3.4 14 62 190 4.7 19 84 3.5 14 63 200 4.8 19 86 3.6 14 65 leeward ridge to transition distance (ft) all other surfaces leeward unobstructed slippery surfaces leeward drift windward drift JOBSHEET NO.DRAWN BY:CHECKED BY:SCALE:OFDATEDATE85 Mechanic Street, Suite B2-2Lebanon, NH 03766T: 603-442-9333 F: 603-442-9331208 Flynn Avenue, Suite 2ABurlington, VT 05401 T: 802-863-6225 F: 802-863-6306SEISMIC LOADINGMANBN01/19/2221672 UNITED CONCRETE01/19/22 ENGINEERING VENTURES, INC. Project: 208 Flynn Ave., Suite 2A Date: Burlington, VT 05401 Designer: ph 802.863.6225 fax 802.863.6306 Description: ASCE 7-10 Wind Load - MWFRS per Chapter 27 Part 1 (Directional Procedure) - C&C per Chapter 30 Part 1 Notes Input basic wind speed, V (mph) 152 figure 26.5-1A, 26.5-1B, or 26.5-1C mean roof height, h (ft) 9.895833 building length, L (ft) 12 building width, B (ft) 10 enclosure classification e (p)artially enclosed or (e)nclosed, section 26.10 exposure category C section 26.7.3 topographic factor, Kzt 1 section 26.8.2 gust effect factor, G 0.85 section 26.9 Output Main Windforce Resisting System - Internal Pressure qh (psf)39.1 = basic velocity pressure at mean roof height, section 27.3.2 Pi +/-7.0 = internal pressure, qh(GCpi) Main Windforce Resisting System - Walls z Pwindward Pleeward Ptotal note that there are situations where internal (ft) (psf) (psf) (psf)pressure affects the MWFRS including: 0 29.0 -15.3 44.3 - when the trib area of a C&C member 9.895833 29.0 -15.3 44.3 is > 700ft2 and the MWFRS pressures are used - when only the windward or leeward pressure is present, for example at a walkout basement. Pwindward = design windward pressure = qzGCp Pleeward = design leeward pressure = qhGCp Ptotal = Pwindward - Pleeward Main Windforce Resisting System - Roof h/L 10 15 20 25 30 35 45 10 15 >= 20 -27.4 -19.5 -11.7 -7.8 -7.8 0.0 -7.0 0.0 7.8 11.7 11.7 15.6 15.6 -35.2 -27.4 -15.6 -11.7 -7.8 -7.8 0.0 -7.0 -7.0 0.0 7.8 7.8 11.7 15.6 -50.8 -39.1 -27.4 -19.5 -11.7 -7.8 0.0 -7.0 -7.0 -7.0 0.0 7.8 7.8 11.7 Components and Cladding - Walls P = qh[(GCp)-(GCpi)] 3 ft 3 ft 3 ft 3 ft tributary area (ft2) 10 50 100 200 500 P (psf) >= from corner 50.4 windward wall leeward wall P (psf) >= from corner 37.6 P (psf) 42.7 41.0 50.4 <= 0.25 0.5 -11.7 -41.8 -54.6 -67.4 -56.8 -53.3 -48.2 -49.545.2 45.2 42.7 -46.9 -45.2 -41.8 Windward Angle, q (degrees) Angle, q (degrees) Leeward 21672 UNITED CONCRETE MAN 9726C YARMOUTH NATIONAL GRID, DAC 9:22:56 AM1/20/2022 >= 1.0 -27.4 -23.5 -23.5 41.0 37.6 P (psf) < from corner < from corner -19.5 -23.5 -19.5 -19.5 -23.5 This design aid determines wall wind loads acting on the main windforce-resisting system and components and cladding based on the ASCE 7-10 using Chapter 27 Part 1 and Chapter 30 Part 1. Building must be enclosed or partially enclosed, not open and can be rigid (section 27.4.1) or flexible (section 27.4.2). Conservatively uses qi = qh for positive internal pressure evaluation in partially enclosed buildings (see section 27.4.1). Uses Cp leeward per ASCE 7, beware of effects of nearby terrain features and buildings on effective building length and width (may want to use Cp = -0.5 for worst case). Components and cladding based on low-rise buildings with h <= 60 ft. Calculations Miscellaneous Internal Pressure Coefficients L/B 1.20 +/- GCpi 0.18 Kd 0.85 section 26.6 Kh 0.78 = velocity pressure exposure coefficient, Table 27.3-1 z (ft)Kz qz 0 0.85 42.7 9.895833 0.85 42.7 15 0.85 42.7 20 0.90 45.3 25 0.95 47.5 a 9.5 Table 26.9-1 zg (ft)900 Table 26.9-1 30 0.98 49.4 qz = 2.01(z/zg)2/a for z >= 15' 40 1.04 52.5 50 1.09 55.0 60 1.14 57.1 Wall Pressure Coefficients - Main Windforce Resisting system Cp (windward wall)0.8 = windward wall pressure coefficient, Figure 27.4-1 Cp (leeward wall)-0.46 = leeward wall pressure coefficient, Figure 27.4-1 Roof Pressure Coefficients - Main Windforce Resisting system h/L 10 15 20 25 30 35 45 10 15 >= 20 -0.7 -0.5 -0.3 -0.2 -0.2 0.0 -0.18 0.0 0.2 0.3 0.3 0.4 0.4 -0.9 -0.7 -0.4 -0.3 -0.2 -0.2 0.0 -0.18 -0.18 0.0 0.2 0.2 0.3 0.4 -1.3 -1.0 -0.7 -0.5 -0.3 -0.2 0.0 -0.18 -0.18 -0.18 0.0 0.2 0.2 0.3 Wall Pressure Coefficients - Components and Cladding windward wall leeward wall tributary region 4 region 5 tributary region 4 region 5 a (ft) 3 area (ft2)GCp GCp area (ft2)GCp GCp 10 1.00 1.00 10 -1.10 -1.40 Kh 0.85 50 0.88 0.88 50 -0.98 -1.15 qh (psf)42.7 100 0.82 0.82 100 -0.92 -1.07 200 0.78 0.78 200 -0.88 -0.95 500 0.70 0.70 500 -0.80 -0.80 -0.6 -0.6 <= 0.25 0.5 >= 1.0 -0.3 -0.5 -0.7 -0.5 -0.5 -0.6 -0.6 Windward Leeward Angle, q (degrees) Angle, q (degrees) WSECTION9' - 11 1/2"W=44.3 psfWu=(44.3)*(5'-0") = 222 plfMu= 0.222*122/8 = 3.99 k-ftTu= 3.99/9 =0.44 kipsΦTn= 0.75*(65)*(0.09) = 4.4 kips > Tu okVu9' - 11 1/2"Vu,max= 0.222*(6'-0") = 1.32 kipsMOT= 1.32*(9'-11 1/2") = 13.23 kip-ftTu= 13.23/(7') = 1.89 kipsΦTn= 2.12 kips > Tu ~ CONSERVATIVE SINCE IGNORES DL12' - 0"10' - 0"JOBSHEET NO.DRAWN BY:CHECKED BY:SCALE:OFDATEDATE85 Mechanic Street, Suite B2-2Lebanon, NH 03766T: 603-442-9333 F: 603-442-9331208 Flynn Avenue, Suite 2ABurlington, VT 05401 T: 802-863-6225 F: 802-863-63061/8" = 1'-0"DIAPHRAGMMANBN01/19/2221672 UNITED CONCRETE01/19/22 PLATE (A): ΦVn= 2.12 k ΦTn= 2.12 kWALL TO FOUNDATION CONNECTION2 1/2" MIN. EMBED.MIN. 3"6" 1' - 0" 1 1/2"1 1/2"(2) DAYTON F-62 FLARED THIN SLAB FERRULE INSERT 1/2"-13 NC(2) 1/2" POWER-STUD + SD4 TYPE 304 S.S. BODYPLATE A 1/4"x12"x1'-1" PLATEGRADE BEAM BY OTHERSHEAR FRICTION:Φ= 0.75fy= 60 ksiμ= 0.6*(0.75) = 0.45Avf= 0.4 in2ΦVn= Φ*Avf*fy*μ= 0.75*0.4*60*0.45 = 8.1 kips MIN (2) #4 x 1'-6" DOWELS PER MIN 4'-0" SHEAR KEYJOBSHEET NO.DRAWN BY:CHECKED BY:SCALE:OFDATEDATE85 Mechanic Street, Suite B2-2Lebanon, NH 03766T: 603-442-9333 F: 603-442-9331208 Flynn Avenue, Suite 2ABurlington, VT 05401 T: 802-863-6225 F: 802-863-63061 1/2" = 1'-0"WALL CONNECTIONSMANBN01/19/2221672 UNITED CONCRETE01/19/22 Page 1 21672 CONNECTION #1 shear DEWALT Design Assist Ver.1.4.13.0 Nov 12 2020 Notes: 1. Project Information Yarmouth, MAProject Address: 21672 DAC BUILDING YARMOUTHProject Name: marcn@engineeringventures.comEmail: 802-863-6225Phone: 208 FLYNN AVE. SUITE 2A, BURLINGTON, VT 05401Address: MANProject Engineer: ENGINEERING VENTURESCompany: 2. Selected Anchor Information May,2019 Mar,2020Issued | Revision: ICC-ES ESR-2502Approval: 2hef in hnom 2.5 inEmbedment: 1/2" Ø Type 304 (A2) Stainless SteelMaterial: DEWALTBrand: Power-Stud+ SD4Selected Anchor: Hammer DrilledDrill Method: 3.Design Principles Section 5.3Load Combinations: Design Method:ACI 318-14 User Defined Loads Concrete: Strength 4. Base Material Information NoneProfile: psi36000Strength 0 inHeightNoneStandoff Width 7.5 inLength12inin0.25ThicknessSizing Base Plate: FalseShearFalseTensionControls Breakout Tension No (Condition B)Shear No (Condition B)Spacing None or < #4 Rebar Type psi3000 Cracked Normal Weight Concrete Reinforcement: Edge Reinforcement Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility Page 2 21672 CONNECTION #1 shear DEWALT Design Assist Ver.1.4.13.0 Nov 12 2020 smin 3.000 inin7.500cachmin4.000 in in3.000cmin 5. Geometric Conditions OK0.0000.000.00Concrete Breakout Strength Steel Strength 0.00 0.00 0.000 OK CriticalStatus(lb)(lb)UtilizationCapacityDemandDesign Proof Tension Loading 6. Summary Results Controls Design Proof Demand Capacity Utilization(lb)(lb)Status Critical Shear Loading OK0.9762060.002012.00Steel Strength Controls OK0.6725520.003711.00Concrete Breakout Strength OK0.8844555.004025.00Pryout Strength Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility Page 3 21672 CONNECTION #1 shear DEWALT Design Assist Ver.1.4.13.0 Nov 12 2020 7. Warnings and Remarks ANCHOR DESIGN CRITERIA IS SATISFIED The results of the calculations carried out by means of the DDA Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an design professional/engineer, particularly with regard to compliance with applicable standards, norms and permits, prior to using them for your specific project. The DDA Software serves only as an aid to interpret standards, norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. Design Loads / Actions 8. Load Conditions Nu 0 lb lb0Vux lb3600Vuy Muy 0 in-lbMux0in-lbin-lb0Muz Consider Load Reversal X Direction 0%Y Direction 0% Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility Page 4 21672 CONNECTION #1 shear DEWALT Design Assist Ver.1.4.13.0 Nov 12 2020 Max. concrete compressive strain:0.000 9. Load Distribution Anchor Eccentricity Max. concrete compressive stress:0.000 % psi in0ex ey 0 in Anchor X Tension Load Component Shear Load Anchor Coordinates Resulting anchor forces / Load distribution Shear YShear X Y Shear Load(lb)(lb)(lb)(in) 4.5002.2501800.0900.02012.50.001 -4.5002.2501800.0-900.02012.50.002 Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility Page 5 21672 CONNECTION #1 shear DEWALT Design Assist Ver.1.4.13.0 Nov 12 2020 ACI 318-14 17.5.1 Steel Strength: 11. Design Proof Shear Loading = lb= 97.6%Utilization 2012 Table 17.3.1.1Vua lb2060=φvsa Results Variables 0.65 φ 3170.000 (lb)Vsa Reference Equations ACI 318-14 17.5.2 Concrete Breakout Strength: Eqn. 17.5.2.1b Eqn. 17.5.2.2a lb=Vua Results lb5520=φVcbg X-=Direction Table 17.3.1.13711 Utilization 67.2%= Variables 243.000 (in²)AVc 162.000 AVc0 (in²) 1.000 Ψec,V 1.000 Ψed,V 1.000 Ψc,V 1.000 Ψh,V 2.000 le 0.500 da (in) 1.000 λa 3000 f'c (psi) 6.000 ca1 (in) 5257.539 Vb (lb) 0.70 φ (in) Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility Page 6 21672 CONNECTION #1 shear DEWALT Design Assist Ver.1.4.13.0 Nov 12 2020 Pryout Strength: Equations ACI 318-14 17.5.3 Eqn. 17.5.3.1b Eqn. 17.4.2.1b Eqn. 17.4.2.2a φVcpg =4555 lb Results Table 17.3.1.1 Vua =4025 lb Utilization =88.4% 0.70 3000.000 f'c (psi) φ(lb)Ncpgkcp 1.000 (lb)Nb 3253.306 Camin (in) ANc (in²) 72.000 ANc0 (in²) 36.000 Ψec,N 1.000 Ψed,N 1.000 Ψc,N 1.000 Ψcp,N 1.000 cac (in)kc 21.000 λa 1.000 (in) 7.500 6.000 h’ef 2 6506.612 Variables Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility Page 7 21672 CONNECTION #1 shear DEWALT Design Assist Ver.1.4.13.0 Nov 12 2020 12. Interaction of Tension and Shear Loads ACI 318-14 17.6 Reference Eqn. 17.6.3 0.976 ≤1.0 Status :OK Results 0.9760.000 Variables Equations ANCHOR DESIGN CRITERIA IS SATISFIED Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility Page 1 21672 CONNECTION #1 tension DEWALT Design Assist Ver.1.4.13.0 Nov 12 2020 Notes: 1. Project Information Yarmouth, MAProject Address: 21672 DAC BULDING YARMOUTHProject Name: marcn@engineeringventures.comEmail: 802-863-6225Phone: 208 FLYNN AVE. SUITE 2A, BURLINGTON, VT 05401Address: MANProject Engineer: ENGINEERING VENTURESCompany: 2. Selected Anchor Information May,2019 Mar,2020Issued | Revision: ICC-ES ESR-2502Approval: 2hef in hnom 2.5 inEmbedment: 1/2" Ø Type 304 (A2) Stainless SteelMaterial: DEWALTBrand: Power-Stud+ SD4Selected Anchor: Hammer DrilledDrill Method: 3.Design Principles Section 5.3Load Combinations: Design Method:ACI 318-14 User Defined Loads Concrete: Strength 4. Base Material Information NoneProfile: psi36000Strength 0 inHeightNoneStandoff Width 7.5 inLength12inin0.25ThicknessSizing Base Plate: FalseShearFalseTensionControls Breakout Tension No (Condition B)Shear No (Condition B)Spacing None or < #4 Rebar Type psi2500 Cracked Normal Weight Concrete Reinforcement: Edge Reinforcement Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility Page 2 21672 CONNECTION #1 tension DEWALT Design Assist Ver.1.4.13.0 Nov 12 2020 smin 3.000 inin7.500cachmin4.000 in in3.000cmin 5. Geometric Conditions OK0.0000.000.00Concrete Breakout Strength Steel Strength 0.00 0.00 0.000 OK CriticalStatus(lb)(lb)UtilizationCapacityDemandDesign Proof Tension Loading 6. Summary Results Controls Design Proof Demand Capacity Utilization(lb)(lb)Status Critical Shear Loading OK0.9952060.002050.00Steel Strength Controls OK0.8145039.004100.00Concrete Breakout Strength OK0.9864158.004100.00Pryout Strength Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility Page 3 21672 CONNECTION #1 tension DEWALT Design Assist Ver.1.4.13.0 Nov 12 2020 7. Warnings and Remarks ANCHOR DESIGN CRITERIA IS SATISFIED The results of the calculations carried out by means of the DDA Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an design professional/engineer, particularly with regard to compliance with applicable standards, norms and permits, prior to using them for your specific project. The DDA Software serves only as an aid to interpret standards, norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. Design Loads / Actions 8. Load Conditions Nu 0 lb lb-4100Vux lb0Vuy Muy 0 in-lbMux0in-lbin-lb0Muz Consider Load Reversal X Direction 0%Y Direction 0% Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility Page 4 21672 CONNECTION #1 tension DEWALT Design Assist Ver.1.4.13.0 Nov 12 2020 Max. concrete compressive strain:0.000 9. Load Distribution Anchor Eccentricity Max. concrete compressive stress:0.000 % psi in0ex ey 0 in Anchor X Tension Load Component Shear Load Anchor Coordinates Resulting anchor forces / Load distribution Shear YShear X Y Shear Load(lb)(lb)(lb)(in) 4.5002.2500.0-2050.02050.00.001 -4.5002.2500.0-2050.02050.00.002 Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility Page 5 21672 CONNECTION #1 tension DEWALT Design Assist Ver.1.4.13.0 Nov 12 2020 ACI 318-14 17.5.1 Steel Strength: 11. Design Proof Shear Loading = lb= 99.5%Utilization 2050 Table 17.3.1.1Vua lb2060=φvsa Results Variables 0.65 φ 3170.000 (lb)Vsa Reference Equations ACI 318-14 17.5.2 Concrete Breakout Strength: Eqn. 17.5.2.1b Eqn. 17.5.2.2a lb=Vua Results lb5039=φVcbg X-=Direction Table 17.3.1.14100 Utilization 81.4%= Variables 243.000 (in²)AVc 162.000 AVc0 (in²) 1.000 Ψec,V 1.000 Ψed,V 1.000 Ψc,V 1.000 Ψh,V 2.000 le 0.500 da (in) 1.000 λa 2500 f'c (psi) 6.000 ca1 (in) 4799.455 Vb (lb) 0.70 φ (in) Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility Page 6 21672 CONNECTION #1 tension DEWALT Design Assist Ver.1.4.13.0 Nov 12 2020 Pryout Strength: Equations ACI 318-14 17.5.3 Eqn. 17.5.3.1b Eqn. 17.4.2.1b Eqn. 17.4.2.2a φVcpg =4158 lb Results Table 17.3.1.1 Vua =4100 lb Utilization =98.6% 0.70 2500.000 f'c (psi) φ(lb)Ncpgkcp 1.000 (lb)Nb 2969.848 Camin (in) ANc (in²) 72.000 ANc0 (in²) 36.000 Ψec,N 1.000 Ψed,N 1.000 Ψc,N 1.000 Ψcp,N 1.000 cac (in)kc 21.000 λa 1.000 (in) 7.500 6.000 h’ef 2 5939.697 Variables Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility Page 7 21672 CONNECTION #1 tension DEWALT Design Assist Ver.1.4.13.0 Nov 12 2020 12. Interaction of Tension and Shear Loads ACI 318-14 17.6 Reference Eqn. 17.6.3 0.995 ≤1.0 Status :OK Results 0.9950.000 Variables Equations ANCHOR DESIGN CRITERIA IS SATISFIED Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility LECWALL - PRECAST WALL & COLUMN DESIGN (c) 2021 LOSCH SOFTWARE, LTD Release 12.5.4 2021-03-25 ============================================================================================== 1258 Engineering Ventures, PC INPUT DATA 2022-01-24 09:44:32 Pg. 1 ============================================================================================== File: 21672 WALL #1.W12 Name: National Grid Yarmouth(DAC Building) Job No: 21672 Mark: Wall #1 Designer: MAN SECTION DIMENSIONS: No. of Wythes = 1 Bot Wythe:Width = 144 in Thickness = 3.5 in Member Length = 119.5 in Bott Wythe (no rvls/opngs): Area = 504 in2 M of I = 514.5 in4 Centroid from Bottom = 1.75 in MATERIALS:F'c (psi)Ec (ksi)F'ci (psi)Eci (ksi)Conc Wt (pcf) Bot Wythe: 5000 4074 2500 2881 150 Average Relative Humidity = 70 % Superimposed Load = 0 psf Fy, Reinf Bar Grade = 60 ksi Fpu, Strand = 270 ksi Lo-Lax = Yes REBAR ROWS:A B C D E F G H Bar Diam(in) = 0.5 No. Bars in Row = 4 Cent frm Bot/Sect(in) = 1.75 Start frm Bot/Wall(in) = 0 End frm Top/Wall(in) = 0 Bar Dev Length Mult = 1 REBAR LOCATIONS FROM LEFT: Row A 59.75 61.75 82.25 84.25 WELDED WIRE FABRIC:A B C D WWF Area(in2/ft) = 0.09 Cent frm Bot/Sect(in) = 1.75 OPNGS:A B C D E F G H I J K L M N O P X1(in)= 31.0 X(in)= 16.5 Y1(in)= 63.8 Y(in)= 16.5 Top W: N Bot W: Y Stem: N LECWALL - PRECAST WALL & COLUMN DESIGN (c) 2021 LOSCH SOFTWARE, LTD Release 12.5.4 2021-03-25 ============================================================================================== 1258 Engineering Ventures, PC INPUT DATA 2022-01-24 09:44:32 Pg. 2 ============================================================================================== File: 21672 WALL #1.W12 Name: National Grid Yarmouth(DAC Building) Job No: 21672 Mark: Wall #1 Designer: MAN Coefficients: Initial prestress loss = 0.00% (Calculated)Final prestress loss = 0.00% (Calculated) Outside temp, deg F: 110 Inside: 65 Initial member bow at midheight, in: 0 Seismic coefficient, % = 10 Cracking stress coefficient: 7.5 Slenderness effects are included Inside horiz. surcharge at floor or grade, psf: 0 Outside horiz. surcharge at floor or grade, psf: 0 Inside active lateral earth pressure, psf/ft: 0 Outside active lateral earth pressure, psf/ft: 0 Inside dist. from base to top of retained earth, in: 0 Outside dist. from base to top of retained earth, in: 0 Strand dev. length mult. at ends = 1 , at openings = 2 Bottom face (form face) location is inside Floor tie active for load cases with earth pressure 144 3.5 0 A LECWALL - PRECAST WALL & COLUMN DESIGN (c) 2021 LOSCH SOFTWARE, LTD Release 12.5.4 2021-03-25 ============================================================================================== 1258 Engineering Ventures, PC INPUT DATA 2022-01-24 09:44:32 Pg. 3 ============================================================================================== File: 21672 WALL #1.W12 Name: National Grid Yarmouth(DAC Building) Job No: 21672 Mark: Wall #1 Designer: MAN SUPPORT LOCATIONS, INCHES:SPRING CONSTANTS, INCHES/KIP: Top support location from top of member, in: 0.00 0 Slab-on-grade connection location from bottom, in: 0.00 0 WIND LOAD, PLF: Suction Pressure Start Stop (elevation from bottom, in.) --------------------------------------------------- Row 1 642.00 513.00 0.00 119.50 CONCENTRATED VERTICAL LOADS, KIPS: Pv Location Eccentricity Dead Live Roof Wind -------------------------------------------------------------------------------------------------------------- (from bottom, in.) (from inside face, in.) Row 1 119.25 -1.75 3.79 1.50 1.20 0.00 LECWALL - PRECAST WALL & COLUMN DESIGN (c) 2021 LOSCH SOFTWARE, LTD Release 12.5.4 2021-03-25 =============================================================================================== 1258 Engineering Ventures, PC INTERACTION CURVES 2022-01-24 09:45:06 Pg. 1 =============================================================================================== File: 21672 WALL #1.W12 Name: National Grid Yarmouth(DAC Building) Job No: 21672 Mark: Wall #1 Designer: MAN LOAD CASES: 1 ACI 318-14 5.3.1a Dead 2 ACI 318-14 5.3.1b Live+T+Earth 3 ACI 318-14 5.3.1c Live+Roof 4 ACI 318-14 5.3.1d Wind+Live 5 ACI 318-14 5.3.1e Live+Seismic 6 ACI 318-14 5.3.1f Wind+Earth 7 ACI 318-14 5.3.1f Wind Only 8 ACI 318-14 5.3.1c Roof+Wind 9 ACI 318-14 5.3.1g Seismic Only 10 Service Dead + Temp 11 Service Dead + Live, ASCE 7-10 2.4.1-2 12 Service Dead + Live + Roof, ASCE 7-10 2.4.1-4 13 Service Dead + Wind, ASCE 7-10 2.4.1-5 ACI 318 Phi factors used 14 User Defined Pu Mu-S Phi-Mn S 1.0Mcr S Mu-P Phi-Mn P 1.0Mcr P Pu Mu-S Phi-Mn S 1.0Mcr S Mu-P Phi-Mn P 1.0Mcr P 1 8.85 0.00 176.49 161.08 0.00 -176.49 -161.08 2 10.58 1.69 178.34 162.09 1.69 -178.34 -162.09 3 11.00 0.00 178.79 162.34 0.00 -178.79 -162.34 4 9.68 95.37 177.38 161.57 -76.20 -177.38 -161.57 5 9.32 7.63 177.00 161.36 -7.63 -177.00 -161.36 6 5.69 95.03 173.12 159.24 -75.93 -173.12 -159.24 7 5.69 95.03 173.12 159.24 -75.93 -173.12 -159.24 8 9.50 47.68 177.19 161.46 -38.10 -177.19 -161.46 9 5.69 7.61 173.12 159.24 -7.61 -173.12 -159.24 10 6.32 0.85 173.79 159.60 0.85 -173.79 -159.60 11 7.82 0.00 175.39 160.48 0.00 -175.39 -160.48 12 8.35 0.00 175.95 160.79 0.00 -175.95 -160.79 13 6.32 57.05 173.79 159.60 -45.59 -173.79 -159.60 14 0.00 0.00 167.05 0.00 0.00 -167.05 0.00 Section cut location from left end (in) = 59.15249 Compr. face not reversed. 144 3.5 0 A 0 1168 SUCTION PhiPn (kips) 0 605 PhiMn (kip-in) 2 4 4 5 6 6 7 7 8 9 10 13 0 1168 PRESSURE PhiPn (kips) 0 605 PhiMn (kip-in) 4 5 6 7 8 9 13 LECWALL - PRECAST WALL & COLUMN DESIGN (c) 2021 LOSCH SOFTWARE, LTD Release 12.5.4 2021-03-25 ============================================================================================== 1258 Engineering Ventures, PC INPUT DATA 2022-01-24 09:53:15 Pg. 1 ============================================================================================== File: 21672 WALL #2.W12 Name: National Grid Yarmouth (DAC BUILDING) Job No: 21672 Mark: Wall #2 Designer: MAN SECTION DIMENSIONS: No. of Wythes = 1 Bot Wythe:Width = 120 in Thickness = 3.5 in Member Length = 119.5 in Bott Wythe (no rvls/opngs): Area = 420 in2 M of I = 428.75 in4 Centroid from Bottom = 1.75 in MATERIALS:F'c (psi)Ec (ksi)F'ci (psi)Eci (ksi)Conc Wt (pcf) Bot Wythe: 5000 4074 2500 2881 150 Average Relative Humidity = 70 % Superimposed Load = 0 psf Fy, Reinf Bar Grade = 60 ksi Fpu, Strand = 270 ksi Lo-Lax = Yes REBAR ROWS:A B C D E F G H Bar Diam(in) = 0.5 No. Bars in Row = 4 Cent frm Bot/Sect(in) = 1.75 Start frm Bot/Wall(in) = 0 End frm Top/Wall(in) = 0 Bar Dev Length Mult = 1 REBAR LOCATIONS FROM LEFT: Row A 35.88 37.88 82.13 84.13 WELDED WIRE FABRIC:A B C D WWF Area(in2/ft) = 0.09 Cent frm Bot/Sect(in) = 1.75 OPNGS:A B C D E F G H I J K L M N O P X1(in)= 28.3 X(in)= 86.0 Y1(in)= 39.9 Y(in)= 40.3 Top W: N Bot W: Y Stem: N LECWALL - PRECAST WALL & COLUMN DESIGN (c) 2021 LOSCH SOFTWARE, LTD Release 12.5.4 2021-03-25 ============================================================================================== 1258 Engineering Ventures, PC INPUT DATA 2022-01-24 09:53:15 Pg. 2 ============================================================================================== File: 21672 WALL #2.W12 Name: National Grid Yarmouth (DAC BUILDING) Job No: 21672 Mark: Wall #2 Designer: MAN Coefficients: Initial prestress loss = 0.00% (Calculated)Final prestress loss = 0.00% (Calculated) Outside temp, deg F: 110 Inside: 65 Initial member bow at midheight, in: 0 Seismic coefficient, % = 0 Cracking stress coefficient: 7.5 Slenderness effects are included Inside horiz. surcharge at floor or grade, psf: 0 Outside horiz. surcharge at floor or grade, psf: 0 Inside active lateral earth pressure, psf/ft: 0 Outside active lateral earth pressure, psf/ft: 0 Inside dist. from base to top of retained earth, in: 0 Outside dist. from base to top of retained earth, in: 0 Strand dev. length mult. at ends = 1 , at openings = 2 Bottom face (form face) location is inside Floor tie active for load cases with earth pressure 120 3.5 0 A LECWALL - PRECAST WALL & COLUMN DESIGN (c) 2021 LOSCH SOFTWARE, LTD Release 12.5.4 2021-03-25 ============================================================================================== 1258 Engineering Ventures, PC INPUT DATA 2022-01-24 09:53:15 Pg. 3 ============================================================================================== File: 21672 WALL #2.W12 Name: National Grid Yarmouth (DAC BUILDING) Job No: 21672 Mark: Wall #2 Designer: MAN SUPPORT LOCATIONS, INCHES:SPRING CONSTANTS, INCHES/KIP: Top support location from top of member, in: 0.00 0 Slab-on-grade connection location from bottom, in: 0.00 0 WIND LOAD, PLF: Suction Pressure Start Stop (elevation from bottom, in.) --------------------------------------------------- Row 1 533.00 427.00 0.00 119.50 LECWALL - PRECAST WALL & COLUMN DESIGN (c) 2021 LOSCH SOFTWARE, LTD Release 12.5.4 2021-03-25 =============================================================================================== 1258 Engineering Ventures, PC INTERACTION CURVES 2022-01-24 09:54:11 Pg. 1 =============================================================================================== File: 21672 WALL #2.W12 Name: National Grid Yarmouth (DAC BUILDING) Job No: 21672 Mark: Wall #2 Designer: MAN LOAD CASES: 1 ACI 318-14 5.3.1a Dead 2 ACI 318-14 5.3.1b Live+T+Earth 3 ACI 318-14 5.3.1c Live+Roof 4 ACI 318-14 5.3.1d Wind+Live 5 ACI 318-14 5.3.1e Live+Seismic 6 ACI 318-14 5.3.1f Wind+Earth 7 ACI 318-14 5.3.1f Wind Only 8 ACI 318-14 5.3.1c Roof+Wind 9 ACI 318-14 5.3.1g Seismic Only 10 Service Dead + Temp 11 Service Dead + Live, ASCE 7-10 2.4.1-2 12 Service Dead + Live + Roof, ASCE 7-10 2.4.1-4 13 Service Dead + Wind, ASCE 7-10 2.4.1-5 ACI 318 Phi factors used 14 User Defined Pu Mu-S Phi-Mn S 1.0Mcr S Mu-P Phi-Mn P 1.0Mcr P Pu Mu-S Phi-Mn S 1.0Mcr S Mu-P Phi-Mn P 1.0Mcr P 1 2.52 0.00 123.45 87.82 0.00 -123.45 -87.82 2 2.16 0.34 123.14 87.61 0.34 -123.14 -87.61 3 2.16 0.00 123.14 87.61 0.00 -123.14 -87.61 4 2.16 78.74 123.14 87.61 -63.08 -123.14 -87.61 5 2.16 0.00 123.14 87.61 0.00 -123.14 -87.61 6 1.62 78.68 122.66 87.29 -63.03 -122.66 -87.29 7 1.62 78.68 122.66 87.29 -63.03 -122.66 -87.29 8 2.16 39.37 123.14 87.61 -31.54 -123.14 -87.61 9 1.62 0.00 122.66 87.29 0.00 -122.66 -87.29 10 1.80 0.23 122.82 87.40 0.23 -122.82 -87.40 11 1.80 0.00 122.82 87.40 0.00 -122.82 -87.40 12 1.80 0.00 122.82 87.40 0.00 -122.82 -87.40 13 1.80 47.22 122.82 87.40 -37.83 -122.82 -87.40 14 0.00 0.00 121.24 0.00 0.00 -121.24 0.00 Section cut location from left end (in) = 59.15249 Compr. face not reversed. 120 3.5 0 A 0 657 SUCTION PhiPn (kips) 0 322 PhiMn (kip-in) 2 4 4 6 6 7 7 8 10 13 0 657 PRESSURE PhiPn (kips) 0 322 PhiMn (kip-in) 4 4 6 6 7 7 8 13 LECWALL - PRECAST WALL & COLUMN DESIGN (c) 2021 LOSCH SOFTWARE, LTD Release 12.5.4 2021-03-25 ============================================================================================== 1258 Engineering Ventures, PC INPUT DATA 2022-01-24 14:54:04 Pg. 1 ============================================================================================== File: 21672 WALL #3.W12 Name: National Grid Yarmouth Job No: 21672 Mark: Wall #3 Designer: MAN SECTION DIMENSIONS: No. of Wythes = 1 Bot Wythe:Width = 144 in Thickness = 3.5 in Member Length = 119.5 in Bott Wythe (no rvls/opngs): Area = 504 in2 M of I = 514.5 in4 Centroid from Bottom = 1.75 in MATERIALS:F'c (psi)Ec (ksi)F'ci (psi)Eci (ksi)Conc Wt (pcf) Bot Wythe: 5000 4074 2500 2881 150 Average Relative Humidity = 70 % Superimposed Load = 0 psf Fy, Reinf Bar Grade = 60 ksi Fpu, Strand = 270 ksi Lo-Lax = Yes REBAR ROWS:A B C D E F G H Bar Diam(in) = 0.5 No. Bars in Row = 4 Cent frm Bot/Sect(in) = 1.75 Start frm Bot/Wall(in) = 0 End frm Top/Wall(in) = 0 Bar Dev Length Mult = 1 REBAR LOCATIONS FROM LEFT: Row A 8.50 10.50 31.50 33.50 WELDED WIRE FABRIC:A B C D WWF Area(in2/ft) = 0.09 Cent frm Bot/Sect(in) = 1.75 OPNGS:A B C D E F G H I J K L M N O P X1(in)= 21.0 X(in)= 17.0 Y1(in)= 114.5 Y(in)= 17.0 Top W: N Bot W: Y Stem: N LECWALL - PRECAST WALL & COLUMN DESIGN (c) 2021 LOSCH SOFTWARE, LTD Release 12.5.4 2021-03-25 ============================================================================================== 1258 Engineering Ventures, PC INPUT DATA 2022-01-24 14:54:04 Pg. 2 ============================================================================================== File: 21672 WALL #3.W12 Name: National Grid Yarmouth Job No: 21672 Mark: Wall #3 Designer: MAN Coefficients: Initial prestress loss = 0.00% (Calculated)Final prestress loss = 0.00% (Calculated) Outside temp, deg F: 110 Inside: 65 Initial member bow at midheight, in: 0 Seismic coefficient, % = 10 Cracking stress coefficient: 7.5 Slenderness effects are included Inside horiz. surcharge at floor or grade, psf: 0 Outside horiz. surcharge at floor or grade, psf: 0 Inside active lateral earth pressure, psf/ft: 0 Outside active lateral earth pressure, psf/ft: 0 Inside dist. from base to top of retained earth, in: 0 Outside dist. from base to top of retained earth, in: 0 Strand dev. length mult. at ends = 1 , at openings = 2 Bottom face (form face) location is inside Floor tie active for load cases with earth pressure 144 3.5 0 A LECWALL - PRECAST WALL & COLUMN DESIGN (c) 2021 LOSCH SOFTWARE, LTD Release 12.5.4 2021-03-25 ============================================================================================== 1258 Engineering Ventures, PC INPUT DATA 2022-01-24 14:54:04 Pg. 3 ============================================================================================== File: 21672 WALL #3.W12 Name: National Grid Yarmouth Job No: 21672 Mark: Wall #3 Designer: MAN SUPPORT LOCATIONS, INCHES:SPRING CONSTANTS, INCHES/KIP: Top support location from top of member, in: 0.00 0 Slab-on-grade connection location from bottom, in: 0.00 0 WIND LOAD, PLF: Suction Pressure Start Stop (elevation from bottom, in.) --------------------------------------------------- Row 1 640.00 513.00 0.00 119.50 CONCENTRATED VERTICAL LOADS, KIPS: Pv Location Eccentricity Dead Live Roof Wind -------------------------------------------------------------------------------------------------------------- (from bottom, in.) (from inside face, in.) Row 1 119.25 -1.75 3.79 1.50 1.20 0.00 LECWALL - PRECAST WALL & COLUMN DESIGN (c) 2021 LOSCH SOFTWARE, LTD Release 12.5.4 2021-03-25 =============================================================================================== 1258 Engineering Ventures, PC INTERACTION CURVES 2022-01-24 14:54:54 Pg. 1 =============================================================================================== File: 21672 WALL #3.W12 Name: National Grid Yarmouth Job No: 21672 Mark: Wall #3 Designer: MAN LOAD CASES: 1 ACI 318-14 5.3.1a Dead 2 ACI 318-14 5.3.1b Live+T+Earth 3 ACI 318-14 5.3.1c Live+Roof 4 ACI 318-14 5.3.1d Wind+Live 5 ACI 318-14 5.3.1e Live+Seismic 6 ACI 318-14 5.3.1f Wind+Earth 7 ACI 318-14 5.3.1f Wind Only 8 ACI 318-14 5.3.1c Roof+Wind 9 ACI 318-14 5.3.1g Seismic Only 10 Service Dead + Temp 11 Service Dead + Live, ASCE 7-10 2.4.1-2 12 Service Dead + Live + Roof, ASCE 7-10 2.4.1-4 13 Service Dead + Wind, ASCE 7-10 2.4.1-5 ACI 318 Phi factors used 14 User Defined Pu Mu-S Phi-Mn S 1.0Mcr S Mu-P Phi-Mn P 1.0Mcr P Pu Mu-S Phi-Mn S 1.0Mcr S Mu-P Phi-Mn P 1.0Mcr P 1 8.84 0.00 176.49 161.08 0.00 -176.49 -161.08 2 10.58 1.69 178.34 162.09 1.69 -178.34 -162.09 3 11.00 0.00 178.78 162.33 0.00 -178.78 -162.33 4 9.68 95.06 177.38 161.56 -76.20 -177.38 -161.56 5 9.32 7.67 176.99 161.35 -7.67 -176.99 -161.35 6 5.69 94.73 173.12 159.23 -75.93 -173.12 -159.23 7 5.69 94.73 173.12 159.23 -75.93 -173.12 -159.23 8 9.50 47.52 177.19 161.46 -38.09 -177.19 -161.46 9 5.69 7.65 173.12 159.23 -7.65 -173.12 -159.23 10 6.32 0.85 173.79 159.60 0.85 -173.79 -159.60 11 7.82 0.00 175.39 160.48 0.00 -175.39 -160.48 12 8.34 0.00 175.95 160.78 0.00 -175.95 -160.78 13 6.32 56.87 173.79 159.60 -45.58 -173.79 -159.60 14 0.00 0.00 167.05 0.00 0.00 -167.05 0.00 Section cut location from left end (in) = 59.15249 Compr. face not reversed. 144 3.5 0 A 0 1168 SUCTION PhiPn (kips) 0 605 PhiMn (kip-in) 2 4 4 5 6 6 7 7 8 9 10 13 0 1168 PRESSURE PhiPn (kips) 0 605 PhiMn (kip-in) 4 5 6 7 8 9 13 LECWALL - PRECAST WALL & COLUMN DESIGN (c) 2021 LOSCH SOFTWARE, LTD Release 12.5.4 2021-03-25 ============================================================================================== 1258 Engineering Ventures, PC INPUT DATA 2022-01-24 15:00:49 Pg. 1 ============================================================================================== File: 21672 WALL #4.W12 Name: National Grid Yarmouth(DAC Building) Job No: 21672 Mark: Wall #4 Designer: MAN SECTION DIMENSIONS: No. of Wythes = 1 Bot Wythe:Width = 120 in Thickness = 3.5 in Member Length = 119.5 in Bott Wythe (no rvls/opngs): Area = 420 in2 M of I = 428.75 in4 Centroid from Bottom = 1.75 in MATERIALS:F'c (psi)Ec (ksi)F'ci (psi)Eci (ksi)Conc Wt (pcf) Bot Wythe: 5000 4074 2500 2881 150 Average Relative Humidity = 70 % Superimposed Load = 0 psf Fy, Reinf Bar Grade = 60 ksi Fpu, Strand = 270 ksi Lo-Lax = Yes WELDED WIRE FABRIC:A B C D WWF Area(in2/ft) = 0.09 Cent frm Bot/Sect(in) = 1.75 LECWALL - PRECAST WALL & COLUMN DESIGN (c) 2021 LOSCH SOFTWARE, LTD Release 12.5.4 2021-03-25 ============================================================================================== 1258 Engineering Ventures, PC INPUT DATA 2022-01-24 15:00:49 Pg. 2 ============================================================================================== File: 21672 WALL #4.W12 Name: National Grid Yarmouth(DAC Building) Job No: 21672 Mark: Wall #4 Designer: MAN Coefficients: Initial prestress loss = 0.00% (Calculated)Final prestress loss = 0.00% (Calculated) Outside temp, deg F: 110 Inside: 65 Initial member bow at midheight, in: 0 Seismic coefficient, % = 0 Cracking stress coefficient: 7.5 Slenderness effects are included Inside horiz. surcharge at floor or grade, psf: 0 Outside horiz. surcharge at floor or grade, psf: 0 Inside active lateral earth pressure, psf/ft: 0 Outside active lateral earth pressure, psf/ft: 0 Inside dist. from base to top of retained earth, in: 0 Outside dist. from base to top of retained earth, in: 0 Strand dev. length mult. at ends = 1 , at openings = 2 Bottom face (form face) location is inside Floor tie active for load cases with earth pressure 120 3.5 0 LECWALL - PRECAST WALL & COLUMN DESIGN (c) 2021 LOSCH SOFTWARE, LTD Release 12.5.4 2021-03-25 ============================================================================================== 1258 Engineering Ventures, PC INPUT DATA 2022-01-24 15:00:49 Pg. 3 ============================================================================================== File: 21672 WALL #4.W12 Name: National Grid Yarmouth(DAC Building) Job No: 21672 Mark: Wall #4 Designer: MAN SUPPORT LOCATIONS, INCHES:SPRING CONSTANTS, INCHES/KIP: Top support location from top of member, in: 0.00 0 Slab-on-grade connection location from bottom, in: 0.00 0 WIND LOAD, PLF: Suction Pressure Start Stop (elevation from bottom, in.) --------------------------------------------------- Row 1 533.00 427.00 0.00 119.50 LECWALL - PRECAST WALL & COLUMN DESIGN (c) 2021 LOSCH SOFTWARE, LTD Release 12.5.4 2021-03-25 =============================================================================================== 1258 Engineering Ventures, PC INTERACTION CURVES 2022-01-24 15:02:14 Pg. 1 =============================================================================================== File: 21672 WALL #4.W12 Name: National Grid Yarmouth(DAC Building) Job No: 21672 Mark: Wall #4 Designer: MAN LOAD CASES: 1 ACI 318-11 9-1 Dead 2 ACI 318-11 9-2 Live+T+Earth 3 ACI 318-11 9-3 Live+Roof 4 ACI 318-11 9-4 Wind+Live 5 ACI 318-11 9-5 Live+Seismic 6 ACI 318-11 9-6 Wind+Earth 7 ACI 318-11 9-6 Wind Only 8 ACI 318-11 9-7 Seismic+Earth 9 ACI 318-11 9-7 Seismic Only 10 Service Dead + Temp. 11 Service Dead + Live, ASCE 7-10 2.4.1-2 12 Service Dead + Live + Roof, ASCE 7-10 2.4.1-4 13 Service Dead + Wind, ASCE 7-10 2.4.1-5 ACI 318 Phi factors used 14 User Defined Pu Mu-S Phi-Mn S 1.0Mcr S Mu-P Phi-Mn P 1.0Mcr P Pu Mu-S Phi-Mn S 1.0Mcr S Mu-P Phi-Mn P 1.0Mcr P 1 3.05 0.00 86.18 131.71 0.00 -86.18 -131.71 2 2.61 0.43 85.65 131.46 0.43 -85.65 -131.46 3 2.61 0.00 85.65 131.46 0.00 -85.65 -131.46 4 2.61 78.71 85.65 131.46 -63.05 -85.65 -131.46 5 2.61 0.00 85.65 131.46 0.00 -85.65 -131.46 6 1.96 78.65 84.85 131.07 -63.01 -84.85 -131.07 7 1.96 78.65 84.85 131.07 -63.01 -84.85 -131.07 8 1.96 0.00 84.85 131.07 0.00 -84.85 -131.07 9 1.96 0.00 84.85 131.07 0.00 -84.85 -131.07 10 2.18 0.30 85.12 131.20 0.30 -85.12 -131.20 11 2.18 0.00 85.12 131.20 0.00 -85.12 -131.20 12 2.18 0.00 85.12 131.20 0.00 -85.12 -131.20 13 2.18 47.20 85.12 131.20 -37.82 -85.12 -131.20 14 0.00 0.00 82.47 0.00 0.00 -82.47 0.00 Section cut location from left end (in) = 59.15249 Compr. face not reversed. 120 3.5 0 0 954 SUCTION PhiPn (kips) 0 505 PhiMn (kip-in) 2 4 4 6 6 7 7 10 13 13 0 954 PRESSURE PhiPn (kips) 0 505 PhiMn (kip-in) 4 4 6 6 7 7 13