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HomeMy WebLinkAboutStamped Calculations A Regulator Building Design Calculations For: 21621 9726A National Grid Yarmouth Yarmouth, MA Precast utility building Submitted on: 12/22/2021 United Concrete Products, Inc. 173 Church Street Yalesville, CT 06492 (800 234.3119 December 21st, 2021 For Structural Design Only General Information Applicable Codes: 1.)ACI 318-11 Building Code Requirements for Structural Concrete (318-11) and commentary (318R-11) 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.)Massachusetts Amendments to the International Building Code 2015, 9th Edition Material Specifications: 1.) Precast Concrete …....................................................................................f'ci =2500 psi f'c,28 =5000 psi (Normal weight concrete)w =150 pcf 2.) Prestressed/Post-Tensioned Concrete….................................................f'ci =2500 psi f'c,28 =5000 psi 3.) Mild 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 PROJECT 21621 National Grid Yarmouth CALCULATIONS BY MAN DATE 12/21/21 REVIEWED BY BN DATE 12/21/21 Wind Loading 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 =-0.28 (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 =29.0 psf Leeward design Pressure, pL =-13.9 psf MWFRS pressure =43.0 psf Wind overturning moments: Vu(k)Mu(k-ft) X-axis =12.71 63.55 @ult Y-axis =9.02 45.11 @ult Seismic Loading (per Equivalent Lateral Force Procedure) Seismic category =B Seismic importance factor =1.25 Seismic use group =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 =68.58 kips X&Y-axis Base Shear, Vu =4.54 kips Wind controls X-axis design Seismic overturning moment:22.70 k-ft Wind controls Y-axis design PROJECT 21621 National Grid Yarmouth CALCULATIONS BY MAN DATE 12/21/21 REVIEWED BY BN DATE 12/21/21 Geometry & Live Loads Building width =21 ft Total Building length =29.58 ft Module Length =7.00 ft Building height =10.00 ft Wall height =9.00 ft Roof overhang =4 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 =42.96 psf Roof thickness(ave) =6 in Wall thickness =5.5 in Floor thickness =5 in Blockouts in roof =33.57 sq-ft Blockouts in walls: Wall (1) =138.61 sq-ft Wall (2) =- sq-ft Wall (3) =68.38 sq-ft Wall (4) =48.82 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 =0.00 sq-ft 29'-7"21'-0" PROJECT 21621 National Grid Yarmouth CALCULATIONS BY MAN DATE 12/21/21 REVIEWED BY BN DATE 12/21/21 Building Weight *Conservatively ignore equipment for overturning Roof =46.64 kips Wall (1) =8.78 kips Wall (2) =12.43 kips Wall (3) =13.60 kips Wall (4) =9.07 kips Floor =40.96 kips Addn'l DL =0.00 kips Interior walls Total =131.48 kips Sliding (Using side with maximum exposure) Coefficient of friction, Cf =0.3 (assumed) Sliding resistance =39.4 kips (0.3*building wt.) Sliding force =7.63 kips (max. wall area times wind force)@service F.S. =5.17 Overturning F.S. against overturn about the x-axis: MOT =15.89 kip-ft @service MRES =1988.6 kip-ft F.S. =125.1 F.S. against overturn about the y-axis: MOT =38.13 kip-ft @service MRES =1424.3 kip-ft F.S. =37.4 Soil Bearing Stress Building rests on foundation N/A Foundation design by Other.10'-0"29'-7" 21'-0" PROJECT 21621 National Grid Yarmouth CALCULATIONS BY MAN DATE 12/21/21 REVIEWED BY BN DATE 12/21/21 Lateral wall loading and forces Walls 1 & 3 (Load Bearing) (Shear in concrete at top of wall) * (#4's@12"oc each end of box & μ =1.4λ)λ =0.75 φVn = φAvfFyμ =9.45 kips Vu =2.26 kips OK (Wall properties) Wall length = 7.00 ft Area = 462 sq-in Axial Load =10.62 kips (ultimate weight of wall & 1/2 roof) Swall =6468.0 in3 (bh2/6) (Wall forces) Mu =20.30 k-ft Tu =8.21 kips (maximum compressive force at end) Tu =2.41 kips (maximum tension force at end, "+" = net compression) (Shear in concrete at bottom of wall) * (#4's@12"oc each end of box & μ =1.4λ)λ = 0.75 φVn = φAvfFyμ =9.45 kips Vu =4.51 kips OK PROJECT 21621 National Grid Yarmouth CALCULATIONS BY MAN DATE 12/21/21 REVIEWED BY BN DATE 12/21/21 Walls 2 & 4 (Non-Load Bearing) (Roof connection) Shear force at top of wall, Vu =3.18 kips Capacity of roof connection, φVn =5 kips (per calc sheet) # of connections required =3 (min of 2 per wall) (Wall properties) Wall length = 20.08 ft Area = 1325.5 sq-in Axial Load =11.69 kips (ultimate weight of wall only) Swall =53241 in3 (bh2/6) (Wall forces) Mu =28.60 k-ft Tu =7.27 kips (maximum compressive force at end) Tu =4.42 kips (maximum tension force at end, "+" = net compression) (Floor connection) Shear force at bottom of wall, Vu =6.35 kips Capacity of floor connection, φVn =5 kips (per calc sheet) # of connections required = 2 (min of 2 per wall) PROJECT 21621 National Grid Yarmouth CALCULATIONS BY MAN DATE 12/21/21 REVIEWED BY BN DATE 12/21/21 Beam Above Door or Wall Opening HEADER #1 (load bearing) (Geometry and loads)opening width =40.75 in length =40.75 opening height =84 in h =18 Load bearing wall? =1 (0 = no, 1 = yes) d = 15 b = 5.5 Pu =0.672 klf (including roof live loads) Mu =0.969 k-ft Mu = Wu*l2/8 Vu =0.72 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 =1.03 in φMn = φ*As*Fy*(d-a/2) =313 k-in 26.1 k-ft OK (Shear) φVn = φ*2*√f'c*bw*d/1000 =8.75 kips φVn/2 =4.38 kips Ok, No Shear Reinf req'd HEADER #2 (load bearing cantilever) (Geometry and loads)opening width = 40.75 in length = 40.75 opening height = 84 in h = 18 Load bearing wall? = 1 (0 = no, 1 = yes) d =15 b =5.5 Pu =0.672 kips (including roof live loads) Mu =3.875 k-ft Mu = Wu*l2/2 Vu =1.44 kips Vu = Wu(l-d) (Flexure) Assuming (2) #4 standard above door:As =0.4 sq-in a=As*Fy/0.85*f'c*b =1.03 in φMn = φ*As*Fy*(d-a/2) =313 k-in 26.1 k-ft OK (Shear) φVn = φ*2*√f'c*bw*d/1000 =8.75 kips φVn/2 =4.38 kips Ok, No Shear Reinf req'd PROJECT 21621 National Grid Yarmouth CALCULATIONS BY MAN DATE 12/21/21 REVIEWED BY BN DATE 12/21/21 Roof Design ** SEE OUTPUT OF SALMONS TECHNOLOGIES PRE-STRESSED CABLE DESIGN Floor Slab Design ** SEE OUTPUT OF SALMONS TECHNOLOGIES PRE-STRESSED CABLE DESIGN PROJECT 21621 National Grid Yarmouth CALCULATIONS BY MAN DATE 12/21/21 REVIEWED BY BN DATE 12/21/21 A SOUTH EXTERIOR ELEVATION B EAST EXTERIOR ELEVATION CONCRETE PRODUCTS UUUUUUUUNITED UUUUU INC.BUILDING GROUPWALLINGFORD, CT. PROJECT NUMBERMANUFACTURER DATE C NORTH EXTERIOR ELEVATION D WEST EXTERIOR ELEVATION CONCRETE PRODUCTS UUUUUUUUNITED CONCRETE PRODUCTS I 173 Church Street Yalesville, CT 06 (800) 234-3119 Fax: (203) 265-4 UNITED UUUUU JOB NAME: JOB LOCATION: DATE CUSTOMER: REV.NO.DESCRIPTION DRAWING LOG -.. AS REQUESTED BY CLIENT10-27-21R2 AS REQUESTED BY CLIENT9-29-21R1 08/13/21 ISSUED FOR APPROVAL NATIONAL GRID N.GRID YARMOUTH - (#3920) REGULATOR BUIL YARMOUTH, MAGRADE BEAM BY OTHER GRADE BEAM BY OTHER ALL OPENINGS LARGER THAN 12"x12" SHALL HAVE (2) #4 ADDITIONAL BARS @ ALL SIDES EV COMMENTS IN RED UNITED CONCRETE NATIONAL GRID YARMOUTH 9726A PROJECT # 21546 11/04/2021 SCALE: NTS GRADE BEAM BY OTHER GRADE BEAM BY OTHER 1 GRADE BEAM FOUNDATION NTS FOUNDATION CONNECTION DETAIL #5@10"oc EACH WAY (TYP.) #5@10"oc OUTSIDE FACE #4@6"oc INSIDE FACE #4@10"oc HORIZONTAL (TYPICAL) CONNECTION PLATE (TYPICAL) CONNECTION PLATE 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) 21621 UNITED CONCRETE 11/4/2021 3:19:01 PM MAN 9726A NATIONAL GRID YARMOUTH 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 LOADINGMANBN11/05/2121621 UNITED CONCRETE11/05/21SEISMIC DESIGN CATEGORYBseismic-force-resisting systemORDINARY REINFORCED PRECAST BEARING WALLR3Ω2.5Cd3SS0.149S10.054SMS0.239SM10.13SDS0.159W68.58KIPSSD10.087Fa1.6Fv2.4CsTL612.8-20.066I1.25IF T≤TL12.8-30.322NEED NOT EXCEED Ct0.02IF T>TL12.8-417.195NEED NOT EXCEED x0.75SHALL NOT BE LESS THAN0.01hn10.000.6g19.3044Ta0.11V4.54KIPS 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)10 building length, L (ft)29.58333 building width, B (ft)21 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)39.2 = basic velocity pressure at mean roof height, section 27.3.2 Pi +/-7.1 = 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 -13.9 43.0 - when the trib area of a C&C member 10 29.0 -13.9 43.0 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 -19.6 -11.8 -7.8 -7.8 0.0 -7.1 0.0 7.8 11.8 11.8 15.7 15.7 -35.3 -27.4 -15.7 -11.8 -7.8 -7.8 0.0 -7.1 -7.1 0.0 7.8 7.8 11.8 15.7 -50.9 -39.2 -27.4 -19.6 -11.8 -7.8 0.0 -7.1 -7.1 -7.1 0.0 7.8 7.8 11.8 Components and Cladding - Walls P = qh[(GCp)-(GCpi)] 3 ft 3 ft 3 ft 3 ft tributary area (ft2) 10 50 100 200 500 -19.6 -23.5 -19.6 -19.6 -23.5 >= 1.0 -27.4 -23.5 -23.5 41.0 37.6 P (psf) < from corner < from corner Windward Angle, q (degrees)Angle, q (degrees) Leeward 21621 UNITED CONCRETE MAN 9726A National Grid Yarmouth 11:57:36 AM11/4/2021 <= 0.25 0.5 -11.8 -41.8 -54.6 -67.4 -56.8 -53.3 -48.2 -49.545.2 45.2 42.7 -46.9 -45.2 -41.837.6 P (psf) 42.7 41.0 50.4 P (psf) >= from corner 50.4 windward wall leeward wall P (psf) >= from corner 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 1.41 +/- 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 10 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)-0.418254 = 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 Windward Leeward Angle, q (degrees)Angle, q (degrees) -0.6 -0.6 <= 0.25 0.5 >= 1.0 -0.3 -0.5 -0.7 -0.5 -0.5 -0.6 WSECTION10' - 0"W= 43.0 psfVu10' - 0"Vu,max= 0.215*(14'-9 1/2") = 3.18 kipsMOT= 3.18*(10'-0") = 31.81 kip-ftTu= 31.81/(21') = 1.51 kipsΦTn= 2.12 kips > Tu ~ CONSERVATIVE SINCE IGNORES DLWu= (43.0)*(5'-0") = 215 plfMu= 0.215*29.582/8 = 23.52 k-ftTu= 23.52/10.5 = 2.24 kipsΦTn= 0.9*(0.153)*(270) = 37.1 kips > Tu ok21' - 0"29' - 7"10' - 6"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"DIAPHRAGMMANBN11/05/2121621 UNITED CONCRETE11/05/21 MODULE TO END WALL CONNECTIONPLATE B3/8"x6"x0'-8" PLATE w/ (5) 1/2"x2" STUDSPLATE A3/8"x5"x0'-5" PLATE w/ (4) 1/2" dia.x2" STUDSL2x2x3/8"x0'-4"1/4PLATE (A): ΦVn= 5.0 k ΦTn= 6.1 kPLATE (B): ΦVn= 10.2 k ΦTn= 3.8 kANGLE SHEAR:ΦVn= Φ*0.6*FY*AW= 0.9*0.6*30.5*3/8*2 = 12.4 kWELDS:(IN SHEAR)D = 1/4"l = 4"Φ= 0.75ΦRn = 1.392*D*l = 1.392*4*4*0.75 = 16.7 kips (SHEAR)WALL TO ROOF AND WALL TO FLOOR CONNECTIONS ARE SIMILARJOBSHEET 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"END WALL CONNECTIONMANBN11/05/2121621 UNITED CONCRETE11/05/21 PLATE (A): ΦVn= 2.12 k ΦTn= 2.12 kWALL TO FOUNDATION CONNECTION2 1/2" MIN. EMBED.1' - 0" 1 1/2"1 1/2"(2) ANCHOR PLATE INSERTS DAYTON F-62 FLARED THIS SLAB FERRULE INSERT(2) 1/2"x3 3/4" POWER-STUD+SD4 TYPE 304 STAINLESS STEEL BODYPLATE A 1/4"x12"x1'-0" PLATEFOUNDATION BY OTHER3"6"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 1/2" = 1'-0"WALL CONNECTIONSMANBN11/05/2121621 UNITED CONCRETE11/05/21 Page 1 21621 CONNECTION #1 shear DEWALT Design Assist Ver.1.4.13.0 Nov 12 2020 Notes: 1. Project Information Yarmouth, MAProject Address: 21621 MA 9726-A NATIONAL GRID 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 21621 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 21621 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 21621 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 21621 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 21621 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 21621 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 3DJH &211(&7,21WHQVLRQ '(:$/7'HVLJQ$VVLVW9HU 1RY ‘–‡•ǣ ͳǤ”‘Œ‡…– ˆ‘”ƒ–‹‘ <DUPRXWK0$”‘Œ‡…–††”‡••ǣ 0$$1$7,21$/*5,'<$50287+”‘Œ‡…–ƒ‡ǣ PDUFQ#HQJLQHHULQJYHQWXUHVFRPƒ‹Žǣ Š‘‡ǣ )/<11$9(68,7($%85/,1*72197††”‡••ǣ 0$1”‘Œ‡…–‰‹‡‡”ǣ (1*,1((5,1*9(1785(6‘’ƒ›ǣ ʹǤ‡Ž‡…–‡†…Š‘” ˆ‘”ƒ–‹‘ 0D\0DU ••—‡†ȁ‡˜‹•‹‘ǣ ,&&(6(65’’”‘˜ƒŽǣ KHI LQ KQRP LQ„‡†‡–ǣ ‘7\SH $ 6WDLQOHVV6WHHOƒ–‡”‹ƒŽǣ '(:$/7”ƒ†ǣ 3RZHU6WXG6'‡Ž‡…–‡†…Š‘”ǣ +DPPHU'ULOOHG”‹ŽŽ‡–Š‘†ǣ ͵Ǥ‡•‹‰”‹…‹’Ž‡• 6HFWLRQ‘ƒ†‘„‹ƒ–‹‘•ǣ ‡•‹‰‡–Š‘†ǣ $&, 8VHU'HILQHG/RDGV ‘…”‡–‡ǣ 6WUHQJWK ͶǤƒ•‡ƒ–‡”‹ƒŽ ˆ‘”ƒ–‹‘ 1RQH”‘ˆ‹Ž‡ǣ SVL6WUHQJWK LQ+HLJKW1RQH6WDQGRII :LGWK LQ/HQJWK LQLQ7KLFNQHVV6L]LQJ ƒ•‡Žƒ–‡ǣ )DOVH6KHDU)DOVH7HQVLRQ&RQWUROV%UHDNRXW 7HQVLRQ 1R &RQGLWLRQ% 6KHDU 1R &RQGLWLRQ% 6SDFLQJ 1RQHRU5HEDU 7\SH SVL &UDFNHG 1RUPDO:HLJKW&RQFUHWH ‡‹ˆ‘”…‡‡–ǣ (GJH5HLQIRUFHPHQW ,QSXWGDWDDQGUHVXOWVPXVWEHFKHFNHGIRUDJUHHPHQWZLWKWKHH[LVWLQJFRQGLWLRQVWKHVWDQGDUGVDQGJXLGHOLQHVDQGPXVWEHFKHFNHGIRUSODXVLELOLW\ 3DJH &211(&7,21WHQVLRQ '(:$/7'HVLJQ$VVLVW9HU 1RY VPLQ LQLQFDFKPLQLQ LQFPLQ ͷǤ ‡‘‡–”‹…‘†‹–‹‘• 2.&RQFUHWH%UHDNRXW6WUHQJWK 6WHHO6WUHQJWK 2. &ULWLFDO6WDWXV OE OE 8WLOL]DWLRQ&DSDFLW\'HPDQG'HVLJQ3URRI ‡•‹‘‘ƒ†‹‰ ͸Ǥ—ƒ”›‡•—Ž–• &RQWUROV 'HVLJQ3URRI 'HPDQG &DSDFLW\8WLOL]DWLRQ OE OE 6WDWXV &ULWLFDO Š‡ƒ”‘ƒ†‹‰ 2.6WHHO6WUHQJWK &RQWUROV 2.&RQFUHWH%UHDNRXW6WUHQJWK 2.3U\RXW6WUHQJWK ,QSXWGDWDDQGUHVXOWVPXVWEHFKHFNHGIRUDJUHHPHQWZLWKWKHH[LVWLQJFRQGLWLRQVWKHVWDQGDUGVDQGJXLGHOLQHVDQGPXVWEHFKHFNHGIRUSODXVLELOLW\ 3DJH &211(&7,21WHQVLRQ '(:$/7'HVLJQ$VVLVW9HU 1RY ͹Ǥƒ”‹‰•ƒ†‡ƒ”•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‡•‹‰‘ƒ†•Ȁ…–‹‘• ͺǤ‘ƒ†‘†‹–‹‘• 1X OE OE9X[OE9X\ 0X\LQOE0X[LQOELQOE0X] &RQVLGHU/RDG5HYHUVDO ;'LUHFWLRQ <'LUHFWLRQ  ,QSXWGDWDDQGUHVXOWVPXVWEHFKHFNHGIRUDJUHHPHQWZLWKWKHH[LVWLQJFRQGLWLRQVWKHVWDQGDUGVDQGJXLGHOLQHVDQGPXVWEHFKHFNHGIRUSODXVLELOLW\ 3DJH &211(&7,21WHQVLRQ '(:$/7'HVLJQ$VVLVW9HU 1RY 0D[FRQFUHWHFRPSUHVVLYHVWUDLQ ͻǤ‘ƒ†‹•–”‹„—–‹‘ $QFKRU(FFHQWULFLW\ 0D[FRQFUHWHFRPSUHVVLYHVWUHVV  SVL LQH[H\LQ $QFKRU ; 7HQVLRQ/RDG &RPSRQHQW6KHDU/RDG $QFKRU&RRUGLQDWHV 5HVXOWLQJDQFKRUIRUFHV/RDGGLVWULEXWLRQ 6KHDU<6KHDU;< 6KHDU/RDG OE OE OE LQ   ,QSXWGDWDDQGUHVXOWVPXVWEHFKHFNHGIRUDJUHHPHQWZLWKWKHH[LVWLQJFRQGLWLRQVWKHVWDQGDUGVDQGJXLGHOLQHVDQGPXVWEHFKHFNHGIRUSODXVLELOLW\ 3DJH &211(&7,21WHQVLRQ '(:$/7'HVLJQ$VVLVW9HU 1RY  ͵ͳͺǦͳͶͳ͹ǤͷǤͳ –‡‡Ž–”‡‰–Šǣ ͳͳǤ‡•‹‰”‘‘ˆŠ‡ƒ”‘ƒ†‹‰ OE 8WLOL]DWLRQ 7DEOH9XD OE ijYVD ‡•—Ž–• ƒ”‹ƒ„Ž‡•  ij  OE 9VD 5HIHUHQFH “—ƒ–‹‘•  ͵ͳͺǦͳͶͳ͹ǤͷǤʹ ‘…”‡–‡”‡ƒ‘—––”‡‰–Šǣ (TQE (TQD OE 9XD ‡•—Ž–• OE ij9FEJ ; 'LUHFWLRQ 7DEOH 8WLOL]DWLRQ  ƒ”‹ƒ„Ž‡•  LQð $9F  $9F LQð  ȌHF9  ȌHG9  ȌF9  ȌK9  OH  GD LQ  ȜD  I F SVL  FD LQ  9E OE  ij LQ ,QSXWGDWDDQGUHVXOWVPXVWEHFKHFNHGIRUDJUHHPHQWZLWKWKHH[LVWLQJFRQGLWLRQVWKHVWDQGDUGVDQGJXLGHOLQHVDQGPXVWEHFKHFNHGIRUSODXVLELOLW\ 3DJH &211(&7,21WHQVLRQ '(:$/7'HVLJQ$VVLVW9HU 1RY ”›‘—––”‡‰–Šǣ “—ƒ–‹‘•  ͵ͳͺǦͳͶͳ͹ǤͷǤ͵ (TQE (TQE (TQD ij9FSJ OE ‡•—Ž–• 7DEOH 9XD OE 8WLOL]DWLRQ    I F SVL ij OE 1FSJNFS  OE 1E  &DPLQ LQ $1F LQð  $1F LQð  ȌHF1  ȌHG1  ȌF1  ȌFS1  FDF LQ NF  ȜD  LQ  K¶HI   ƒ”‹ƒ„Ž‡• ,QSXWGDWDDQGUHVXOWVPXVWEHFKHFNHGIRUDJUHHPHQWZLWKWKHH[LVWLQJFRQGLWLRQVWKHVWDQGDUGVDQGJXLGHOLQHVDQGPXVWEHFKHFNHGIRUSODXVLELOLW\ 3DJH &211(&7,21WHQVLRQ '(:$/7'HVLJQ$VVLVW9HU 1RY ͳʹǤ –‡”ƒ…–‹‘‘ˆ‡•‹‘ƒ†Š‡ƒ”‘ƒ†•  ͵ͳͺǦͳͶͳ͹Ǥ͸ 5HIHUHQFH (TQ ” 6WDWXV 2. ‡•—Ž–•  ƒ”‹ƒ„Ž‡• “—ƒ–‹‘• $1&+25'(6,*1&5,7(5,$,66$7,6),(' ,QSXWGDWDDQGUHVXOWVPXVWEHFKHFNHGIRUDJUHHPHQWZLWKWKHH[LVWLQJFRQGLWLRQVWKHVWDQGDUGVDQGJXLGHOLQHVDQGPXVWEHFKHFNHGIRUSODXVLELOLW\ No. of Y Rows. No. of X Cols Direction of Load Free Edges of the Concrete de4 Y2 Y1 de3 de1 X1 de2X2 evx ---------------------------------- DESIGN DATA ----------------------------------- Design : PCI Design Handbook, 8th Ed. Criteria H.A.S. : Type = 1/2 X 2 Properties ds = 0.500 in dh = 1.000 in le = 1.688 in As = 0.196 in2 fy = 51.0 ksi fu = 65.0 ksi Plate Thk = 0.375 in No. of : X-cols = 2 Y-rows = 2 Studs Total = 4 Edge dist. : de1 = 1.000 in de3 =100.000 in Stud Spac'g X1 = 3.000 in Y1 = 3.000 in de2 =100.000 in de4 =100.000 in Fig. 6.5.2, PCI Hdbk (8th Ed) Case = 2 Y-rows included in tension group = 1 Load enx = 0.00 in eny = 0.00 in Eccentr'y evx = 0.00 in Concrete Member Thickness = 5.50 in Material : f'c = 5.00 ksi l = 1.00 Properties Concrete = Normal Wt. f factors : Tension: fs = 0.75 fc = 0.70 Shear : fs = 0.65 fc = 0.70 Pullout / Pryout :fp = 0.70 Seismic application is not specified Tension/Shear Modifiers : No Cracking at service load level (Fig 6.5.4) NO Supplementary Reinf. for Tension or Shear Loads (§ 6.2.1.2) ------------------------------------ OUTPUT ------------------------------------ A) Tension capacity for group of 2 studs; fs = 0.75; fc = 0.70 Steel Stud Strength : fNs = 0.75 * 25.53 = 19.1 k(Eq 6-4) Concrete Breakout Strength (1) : fNcbg = 0.70 * 5.46 = 3.8 k(Eq 6-6) Concrete Pullout Strength (2) : fNph = 0.70 * 65.97 = 46.2 k(Eq 6-10*) Concrete Side Face Blowout (3) : fNsb (Not Calculated)(Eq 6-11) Group tensile strength based on: (1) Projected Surface Area, AN = 40.16 in2 (Fig 6.5.1) Modifiers : Cbs = 169.142 (Eq 6-7) Ccrb = 1.000 (§ 6.5.4.1) yedN = 0.803 (Eq 6-8)yecN = 1.000 (Eq 6-9) (2) Single stud Nph = 32.99 k (Eq 6-10) Abrg = 0.59 in2 (§ 6.5.4.2) Modifier : Ccrp = 1.000 (§ 6.5.4.2) (*) No equation is given for pullout of a group. We report ng*Nph where ng is the number of studs in the group. This is the maximum pullout. Actual value will be lower if loading is uneven. (3) All edge distances > 0.4 * hef (§ 6.5.4.3) B) Shear capacity for group of 4 studs; fs = 0.65; fc = 0.70 Steel Stud Strength : fVs = 0.65 * 51.05 = 33.2 k (Eq 6-4) Concrete Front Edge Breakout(1) : fVc3 (Not Calculated)(Eq 6-14) Concrete Side Edge Breakout (2) : fVc1 = 0.70 * 14.63 = 10.2 k (Eq 6-25) Concrete Pryout Strength (3) : fVcp = 0.70 * 14.97 = 10.5 k (Eq 6-31) Group shear strength based on: (1) SED < 0.2 * BED (Eq. 6-20) (2) One fastener in concrete Vco1 = 3.7 k Modifiers : Cx1 = 2.000 (Eq 6-27) Cy1 = 2.000 (Eq 6-29) Cev1 = 1.000 (Eq 6-30) Cvcr = 1.000 (Fig 6.5.4) (3) Modifier :yy = 1.000 (§ 6.5.7) Unregistered 21621 MA 9726-A NATIONAL GRID YARMOUTH (Roof) BY: MAN SHEET OF . DATE: 11/05/2021 \\ev-vtdata-2017\Server\PROJECTS\0-2021\21621 MA 9726A National Grid Yarmouth\analysis\studs\21621 United Concrete ROOF.std Page 1 Studs V4.4.0 ©2019 Salmons Technologies, Inc. PrecastEngineer.com C) Tension and shear for stud groups Tension :fNn = 3.8 k, group of 2 Shear :fVn = 10.2 k, group of 4 Unregistered 21621 MA 9726-A NATIONAL GRID YARMOUTH (Roof) BY: MAN SHEET OF . DATE: 11/05/2021 \\ev-vtdata-2017\Server\PROJECTS\0-2021\21621 MA 9726A National Grid Yarmouth\analysis\studs\21621 United Concrete ROOF.std Page 2 Studs V4.4.0 ©2019 Salmons Technologies, Inc. PrecastEngineer.com No. of Y Rows. No. of X Cols Direction of Load Free Edges of the Concrete de4 Y2 Y1 de3 de1 X1 de2X2 evx ---------------------------------- DESIGN DATA ----------------------------------- Design : PCI Design Handbook, 8th Ed. Criteria H.A.S. : Type = 1/2 X 2 Properties ds = 0.500 in dh = 1.000 in le = 1.688 in As = 0.196 in2 fy = 51.0 ksi fu = 65.0 ksi Plate Thk = 0.375 in No. of : X-cols = 2 Y-rows = 2 Studs Total = 4 Edge dist. : de1 =100.000 in de3 = 1.000 in Stud Spac'g X1 = 3.000 in Y1 = 3.000 in de2 =100.000 in de4 =100.000 in Fig. 6.5.2, PCI Hdbk (8th Ed) Case = 1 Y-rows included in tension group = 1 Load enx = 0.00 in eny = 0.00 in Eccentr'y evx = 0.00 in Concrete Member Thickness = 5.50 in Material : f'c = 5.00 ksi l = 1.00 Properties Concrete = Normal Wt. f factors : Tension: fs = 0.75 fc = 0.70 Shear : fs = 0.65 fc = 0.70 Pullout / Pryout :fp = 0.70 Seismic application is not specified Tension/Shear Modifiers : No Cracking at service load level (Fig 6.5.4) NO Supplementary Reinf. for Tension or Shear Loads (§ 6.2.1.2) ------------------------------------ OUTPUT ------------------------------------ A) Tension capacity for group of 2 studs; fs = 0.75; fc = 0.70 Steel Stud Strength : fNs = 0.75 * 25.53 = 19.1 k(Eq 6-4) Concrete Breakout Strength (1) : fNcbg = 0.70 * 8.67 = 6.1 k(Eq 6-6) Concrete Pullout Strength (2) : fNph = 0.70 * 65.97 = 46.2 k(Eq 6-10*) Concrete Side Face Blowout (3) : fNsb (Not Calculated)(Eq 6-11) Group tensile strength based on: (1) Projected Surface Area, AN = 51.24 in2 (Fig 6.5.1) Modifiers : Cbs = 169.142 (Eq 6-7) Ccrb = 1.000 (§ 6.5.4.1) yedN = 1.000 (Eq 6-8)yecN = 1.000 (Eq 6-9) (2) Single stud Nph = 32.99 k (Eq 6-10) Abrg = 0.59 in2 (§ 6.5.4.2) Modifier : Ccrp = 1.000 (§ 6.5.4.2) (*) No equation is given for pullout of a group. We report ng*Nph where ng is the number of studs in the group. This is the maximum pullout. Actual value will be lower if loading is uneven. (3) All edge distances > 0.4 * hef (§ 6.5.4.3) B) Shear capacity for group of 4 studs; fs = 0.65; fc = 0.70 Steel Stud Strength : fVs = 0.65 * 51.05 = 33.2 k (Eq 6-4) Concrete Front Edge Breakout(1) : fVc3 = 0.70 * 7.13 = 5.0 k (Eq 6-14) Concrete Side Edge Breakout (2) : fVc1 (Not Calculated)(Eq 6-25) Concrete Pryout Strength (3) : fVcp = 0.70 * 14.97 = 10.5 k (Eq 6-31) Group shear strength based on: (1) One fastener in concrete Vco3 = 7.4 k (Eq 6-15) Note: This is a Front Edge condition Modifiers : Ch3 = 0.879 (Eq 6-18) Cvcr = 1.000 (Fig 6.5.4) Cev3 = 1.000 (Eq 6-19) Cx3 = 1.100 (Eq 6-17) (2) Both SED > 0.2 * BED (Eq 6-24) (3) Modifier :yy = 1.000 (§ 6.5.7) Unregistered 21621 MA 9726-A NATIONAL GRID YARMOUTH (Wall) BY: MAN SHEET OF . DATE: 11/05/2021 \\ev-vtdata-2017\Server\PROJECTS\0-2021\21621 MA 9726A National Grid Yarmouth\analysis\studs\21621 United Concrete WALL.std Page 1 Studs V4.4.0 ©2019 Salmons Technologies, Inc. PrecastEngineer.com C) Tension and shear for stud groups Tension :fNn = 6.1 k, group of 2 Shear :fVn = 5.0 k, group of 4 Unregistered 21621 MA 9726-A NATIONAL GRID YARMOUTH (Wall) BY: MAN SHEET OF . DATE: 11/05/2021 \\ev-vtdata-2017\Server\PROJECTS\0-2021\21621 MA 9726A National Grid Yarmouth\analysis\studs\21621 United Concrete WALL.std Page 2 Studs V4.4.0 ©2019 Salmons Technologies, Inc. PrecastEngineer.com DESIGN DATA ----------- Left Cant. = 0.00 ft Simple Span = 11.50 ft Right Cant. = 0.00 ft Beam Length = 11.50 ft Lift @ Left = 0.00 ft Lift @ Right= 0.00 ft Design Bearing Lengths: @ Left = 0.50 ft @ Right= 1.00 ft Top width = 0.000 in Flange thick= 0.000 in Tpg. thick = 0.000 in Web width = 84.000 in Stem Height = 5.000 in Haunch thick= 0.000 in Bot. width = 0.000 in Bot. thick = 0.000 in Section Type=RECT BEAM Non-Composite : (Based on above section dimensions) Height = 5.000 in Area = 420.000 in^2 St = 350.00 in^3 Yt = 2.500 in I = 875.00 in^4 Sb = 350.00 in^3 Yb = 2.500 in Vol/Surf = 2.360 in Miscellaneous : (Governing code is ACI 318-11) Beam f'ci = 3.500 ksi Rel. humid. = 60.00 % Stress Block=RECTANGULAR Beam f'c = 5.000 ksi Beam weight = 150.00 pcf NORMAL WT. Cu = 2.350 eds = 0 E-06 eshu = 650 E-06 Eci modifier= 1.000 Ec modifier = 1.000 Camber Mult.= 1.000 Shear Options : Depth used = NON-COMP f'c used = BEAM Allow. Concrete Stress: At Release =0.600f'ci At Final =12.0sqrt f'c phi : Tension-controlled Flexure = 0.900 Strand Developmt = 0.750 Factors : Compression-controlled Flexure = 0.650 Shear & Torsion = 0.750 Load Cases: 1) U = 1.40 DL 2) U = 1.20 DL + 1.60 LL Prestressing Strands (Strand Type: LOW RELAXATION Strain Curve: PCI Handbk) -------------------- Eff. Pull = 0.700Xfpu Strand diam.= 0.6000 in Estrand = 28500 ksi Strand fpu =270.00 ksi Area ea.str.= 0.0857 in^2 LtMult = 1.000 # Str. lev. = 1 # of Strand = 3.00 LdMult = 1.000 Losses: PCI Comm. Report (RATIONAL) Strand Transformed -> NO Harping Profile: X(ft) From Hstr Eccent. Area of Description Left End (in) (in) P/S (in^2) Left End of Beam---------------------- 0.00 2.50 0.00 0.2571 Right End of Beam--------------------- 11.50 2.50 0.00 0.2571 Mild Steel ---------- Shear : fyv = 60.00 ksi fyh = 60.00 ksi fyl = 60.00 ksi Flexure : fy = 60.00 ksi fs = 30.00 ksi Emild = 29000 ksi LdMult = 1.000 Distance From Left End No. of Bars Bar Area of Dist. from Bottom Beginning Ending Layer in Layer Size Steel(in^2) of Section (in) (ft) (ft) 1 7 5 2.170 2.50 0.00 11.50 NOTE: Mild steel transformed for section props and used in design moment. Distributed Loads (non-factored) ----------------- Magnitude of Load Distance From Left Beginning Ending Beginning Ending Eccent. Load Type (k/ft) (k/ft) (ft) (ft) (in) P/C Self Weight 0.482 0.482 0.00 11.50 0.000 Live Load 1.050 1.050 0.00 11.50 0.000 At Release Only: Suction = 0.000 k/ft Core Material = 0.000 k/ft NOTE: 10.00% of all distributed and concentrated live loads are sustained. NOTE: Shear calculations are based on loads being applied to top of member. Unregistered MA 9726-A NATIONAL GRID YARMOUTH BY: MAN SHEET OF . DATE: 11/05/2021 \\ev-vtdata-2017\Server\PROJECTS\0-2021\21621 MA 9726A National Grid Yarmouth\analysis\pre-stressed cables\ 21621 MA 9726-A NATIONAL GRID YARMOUTH(FLOOR).bem Page 1 Beam V3.4.0 ©2019 Salmons Technologies, Inc. PrecastEngineer.com Bearing Plates -------------- Nu = 0.20*Pu Height= 0.00 in Bearing Pad Thickness = 0.250 in Eff. Brg. Surface: Width = 0.00 in Length = 0.000 in Plate Rebar: Angle = 10.00 deg fy = 60.00 ksi Confinement for non-debonded prestressing strand assumed -> NO ********************************** OUTPUT *********************************** INITIAL STRESSES (psi, at release) ---------------- A)DL beam + core material (if any) + suction (if any) Beam is supported at 0.00 ft from LEFT end and 0.00 ft from RIGHT end X(ft) From Initial P/S Init.P/S + BM Aux. steel area Left End Top Bot. Top Bot. (ACI 18.4.1) 1.15 51 51 150 -47 0.00 2.30 101 101 276 -73 0.00 2.50 110 110 296 -76 0.00 3.45 110 110 340 -119 0.00 4.60 110 110 373 -152 0.00 5.75 110 110 384 -163 0.00 6.90 110 110 373 -152 0.00 8.05 110 110 340 -119 0.00 9.00 110 110 296 -76 0.00 9.20 101 101 276 -73 0.00 10.35 51 51 150 -47 0.00 NOTE: Required f'ci = 3500 psi based on assigned minimum. STRAND STRESSES (Based on f'ci=3.500 ksi, f'c=5.000 ksi, by PCI Committee) --------------- at at DL and X(ft) from Tensioning Release Sust. LL Final* P/S Loss P/S Loss Left End ksi ksi ksi ksi ksi % 0.00 189.0 186.8 0.0 0.0 189.00 100.00 1.15 189.0 186.8 78.6 78.6 110.38 58.40 2.30 189.0 186.8 157.2 157.2 31.76 16.81 3.45 189.0 186.8 170.9 170.9 18.09 9.57 4.60 189.0 186.8 170.9 170.9 18.09 9.57 5.75 189.0 186.8 170.9 170.9 18.09 9.57 6.90 189.0 186.8 170.9 170.9 18.09 9.57 8.05 189.0 186.8 170.9 170.9 18.09 9.57 9.20 189.0 186.8 157.2 157.2 31.76 16.81 10.35 189.0 186.8 78.6 78.6 110.38 58.40 11.50 189.0 186.8 0.0 0.0 189.00 100.00 *NOTE: Final strand stresses include elastic regain for Live Load. FINAL STRESSES (psi) -------------- X(ft) From FP + BM FP + DL + Sustained LL FP + DL + All LL Left End Top Bot Tpg Top Bot Tpg Top Bot 0.00 0 0 --- 0 0 --- 0 0 0.57 76 -28 --- 87 -39 --- 189 -141 1.15 146 -51 --- 167 -73 --- 360 -265 1.73 209 -69 --- 240 -100 --- 513 -373 2.30 268 -81 --- 306 -119 --- 649 -462 2.88 306 -103 --- 351 -148 --- 753 -550 3.45 331 -128 --- 381 -178 --- 831 -628 4.03 350 -147 --- 404 -201 --- 892 -689 4.60 364 -161 --- 421 -218 --- 935 -732 5.18 372 -169 --- 431 -228 --- 961 -758 Unregistered MA 9726-A NATIONAL GRID YARMOUTH BY: MAN SHEET OF . DATE: 11/05/2021 \\ev-vtdata-2017\Server\PROJECTS\0-2021\21621 MA 9726A National Grid Yarmouth\analysis\pre-stressed cables\ 21621 MA 9726-A NATIONAL GRID YARMOUTH(FLOOR).bem Page 2 Beam V3.4.0 ©2019 Salmons Technologies, Inc. PrecastEngineer.com 5.75 375 -172 --- 434 -231 --- 970 -767 6.32 372 -169 --- 431 -228 --- 961 -758 6.90 364 -161 --- 421 -218 --- 935 -732 7.47 350 -147 --- 404 -201 --- 892 -689 8.05 331 -128 --- 381 -178 --- 831 -628 8.63 306 -103 --- 351 -148 --- 753 -550 9.20 268 -81 --- 306 -119 --- 649 -462 9.77 209 -69 --- 240 -100 --- 513 -373 10.35 146 -51 --- 167 -73 --- 360 -265 10.93 76 -28 --- 87 -39 --- 189 -141 11.50 0 0 --- 0 0 --- 0 0 NOTE: Allowable precast tensile stress = 12.0*sqrt(f'c) = -849 psi ULTIMATE MOMENT: (k-in) --------------- Required Mu Provided phi*Mn -------------------- ----------------------------------- by by by by Other Flex. phi N.A. X(ft) From Fact'd 1.2*Mcr Strain- Limits Factor c(in) Left End Loads (ACI 18.8.2) compat. (see notes) (ACI 9.3.2) 0.00 0 0 (3) 0.00 0.00 0.57 85 {2} 48 (4) 0.68 NS 0.60 1.15 161 {2} 93 (4) 0.68 NS 0.81 1.73 228 {2} 136 (4) 0.68 NS 0.95 2.30 287 {2} 154 (4) 0.69 NS 1.00 2.88 336 {2} 344 (4) 0.86 0.62 3.45 376 {2} 353 (4) 0.87 NS 0.64 4.03 408 {2} 360 (4) 0.87 NS 0.65 4.60 430 {2} 368 (4) 0.87 NS 0.66 5.18 444 {2} 375 (4) 0.88 NS 0.67 5.75 448 {2} 263 381 (4) 0.88 NS 0.68 6.32 444 {2} 375 (4) 0.88 NS 0.67 6.90 430 {2} 368 (4) 0.87 NS 0.66 7.47 408 {2} 360 (4) 0.87 NS 0.65 8.05 376 {2} 353 (4) 0.87 NS 0.64 8.63 336 {2} 344 (4) 0.86 0.62 9.20 287 {2} 154 (4) 0.69 NS 1.00 9.77 228 {2} 136 (4) 0.68 NS 0.95 10.35 161 {2} 93 (4) 0.68 NS 0.81 10.93 85 {2} 48 (4) 0.68 NS 0.60 11.50 0 0 (3) 0.00 0.00 {n}: Load Case {n} controls. (3): Development length controlled by both strand and rebar. (4): Development lengths overlap. Strength may be reduced. Beta1 for depth of Whitney block: 0.80 VERTICAL SHEAR REINFORCING -------------------------- -- Required Reinforcing -- for for for X(ft) From d Vu Tu Vci Vcw Avci Avcw Avmin Left End in. kips k-in kips kips in^2/ft in^2/ft in^2/ft 0.46 4.00 12.0 0.0 41.3 85.1 0.000 0.000 0.891 (A1) 0.57 4.00 11.7 0.0 40.4 85.6 0.000 0.000 0.891 (A1) 1.15 4.00 10.4 0.0 40.4 88.0 0.000 0.000 0.891 (A1) 1.72 4.00 9.1 0.0 40.4 90.4 0.000 0.000 0.009 (C1) 2.30 4.00 7.8 0.0 40.4 92.9 0.000 0.000 0.009 (C1) 2.88 4.00 6.5 0.0 40.4 93.7 0.000 0.000 0.009 (C1) 3.45 4.00 5.2 0.0 40.4 93.7 0.000 0.000 0.009 (C1) 4.03 4.00 3.9 0.0 40.4 93.7 0.000 0.000 0.009 (C1) 4.60 4.00 2.6 0.0 40.4 93.7 0.000 0.000 0.009 (C1) 5.17 4.00 1.3 0.0 40.4 93.7 0.000 0.000 0.009 (C1) Unregistered MA 9726-A NATIONAL GRID YARMOUTH BY: MAN SHEET OF . DATE: 11/05/2021 \\ev-vtdata-2017\Server\PROJECTS\0-2021\21621 MA 9726A National Grid Yarmouth\analysis\pre-stressed cables\ 21621 MA 9726-A NATIONAL GRID YARMOUTH(FLOOR).bem Page 3 Beam V3.4.0 ©2019 Salmons Technologies, Inc. PrecastEngineer.com 5.75 4.00 0.0 0.0 40.4 93.7 0.000 0.000 0.009 (C1) 6.32 4.00 -1.3 0.0 40.4 93.7 0.000 0.000 0.009 (C1) 6.90 4.00 -2.6 0.0 40.4 93.7 0.000 0.000 0.009 (C1) 7.47 4.00 -3.9 0.0 40.4 93.7 0.000 0.000 0.009 (C1) 8.05 4.00 -5.2 0.0 40.4 93.7 0.000 0.000 0.009 (C1) 8.63 4.00 -6.5 0.0 40.4 93.7 0.000 0.000 0.009 (C1) 9.20 4.00 -7.8 0.0 40.4 92.9 0.000 0.000 0.009 (C1) 9.77 4.00 -9.1 0.0 40.4 90.4 0.000 0.000 0.009 (C1) 10.35 4.00 -10.4 0.0 40.4 88.0 0.000 0.000 0.891 (A1) 10.79 4.00 -11.4 0.0 40.4 86.1 0.000 0.000 0.891 (A1) (A): Minimum based on ACI Eq. 11-13. (prestress < 40% tensile strength) (C): Minimum based on ACI Eq. 11-14. (prestress > 40% tensile strength) (1): Avmin not required, Vu < phi*Vc/2 (ACI 11.4.6). NOTE: Reqd. reinf. does not include suspension steel for ledges & pockets. NOTE: Reqd. reinf. is based on a total web width = 84.000 in. NOTE: No significant torsion was found (ACI 11.5.1). NOTE: Design assumes web reinforcing is carried as close to compression and tension surfaces as possible per ACI 12.13.1. NOTE: Shear calculations based on loads applied to top of member. SUMMARY OF MINIMUM VERTICAL AND LONGITUDINAL WEB REINFORCEMENT REQUIREMENTS --------------------------------------------------------------------------- NOTE: The specified section type does not have a bottom ledge. For Vertical Reinf, select from columns (1), (2), (3) or (4) For Longitudinal Reinf, select from columns (A) or (B) X From (1) (2) (3) (4) (A) (B) Left End Ph Ash Av/2+At Av/2+Ash Av/2+Awv Al/2 Awl ft in in^2/ft in^2/ft in^2/ft in^2/ft in^2 in^2 0.46 <3> 0.000 <3> 0.000 0.57 <3> 0.000 <3> 0.000 1.15 <3> 0.000 <3> 0.000 1.72 <3> 0.000 <3> 0.000 2.30 <3> 0.000 <3> 0.000 2.88 <3> 0.000 <3> 0.000 3.45 <3> 0.000 <3> 0.000 4.03 <3> 0.000 <3> 0.000 4.60 <3> 0.000 <3> 0.000 5.17 <3> 0.000 <3> 0.000 5.75 <3> 0.000 <3> 0.000 6.32 <3> 0.000 <3> 0.000 6.90 <3> 0.000 <3> 0.000 7.47 <3> 0.000 <3> 0.000 8.05 <3> 0.000 <3> 0.000 8.63 <3> 0.000 <3> 0.000 9.20 <3> 0.000 <3> 0.000 9.77 <3> 0.000 <3> 0.000 10.35 <3> 0.000 <3> 0.000 10.79 <3> 0.000 <3> 0.000 Awv = Awl = 0.000(left), 0.000(right) = Vertical and long. web reinf. for bending due to torsional equil. reactions (ledge face, in^2), based on: Tu = 0.0 k-in at Left End, = 0.0 k-in at Right End ds = 82.000 in Hs = 4.000 in Ash = Hanger reinforcement (ledge face only). NOTE: The above values for steel are for one face only. Columns (2) & (A) should be applied to both faces. All other columns need only be applied to the ledge face. <3>NOTE: Section does not have a ledge, or is defined as a General Section. PREDICTED DEFLECTIONS --------------------- Based on : Rational approach and PCI Committee Recommendations for losses. Unregistered MA 9726-A NATIONAL GRID YARMOUTH BY: MAN SHEET OF . DATE: 11/05/2021 \\ev-vtdata-2017\Server\PROJECTS\0-2021\21621 MA 9726A National Grid Yarmouth\analysis\pre-stressed cables\ 21621 MA 9726-A NATIONAL GRID YARMOUTH(FLOOR).bem Page 4 Beam V3.4.0 ©2019 Salmons Technologies, Inc. PrecastEngineer.com f'ci = 3.500 ksi, f'c = 5.000 ksi and ACI-209 Eci = 3587 ksi, Ec = 4287 ksi, Camber Mult.= 1.000 Modified : Cu = 1.790 eshu = 470 E-06 Position: Midspan (in) Release : PS+BM DL 0.06 Creep Before Erection 0.05 Erection: PS+BM DL @ 30 days 0.11 Change Due to Non-Comp.DL 0.00 30 days : PS+BM DL+Non-Comp.DL 0.11 Change Due to Comp.DL+SustLL 0.01 60 days : PS+All DL+Sust.LL 0.12 Long Term Creep 0.08 Final : PS+All DL+Sust.LL 0.19 : PS+All DL+LL 0.68 NOTE: Negative values indicate camber. NOTE: Beam has cracked under positive moment; deflections are based on a bilinear moment-deflection relationship using extended Icr. MISC. PRODUCTION INFORMATION ---------------------------- Initial prestress force = 49 kips Final prestress force = 44 kips Concrete strengths used in design: Release strength f'ci= 3500 psi Final strength f'c= 5000 psi Beam is NORMAL WEIGHT concrete. Piece weight = 5.54 kips. Estimated shortening between supports at erection time : Curvature at C.G. Effect Total Top 0.03 0.01 0.04 <<<Length correction not to exceed this value C.G 0.03 0.00 0.03 Bot 0.03 -0.01 0.02 Unregistered MA 9726-A NATIONAL GRID YARMOUTH BY: MAN SHEET OF . DATE: 11/05/2021 \\ev-vtdata-2017\Server\PROJECTS\0-2021\21621 MA 9726A National Grid Yarmouth\analysis\pre-stressed cables\ 21621 MA 9726-A NATIONAL GRID YARMOUTH(FLOOR).bem Page 5 Beam V3.4.0 ©2019 Salmons Technologies, Inc. PrecastEngineer.com DESIGN DATA ----------- Left Cant. = 0.54 ft Simple Span = 19.92 ft Right Cant. = 0.54 ft Beam Length = 21.00 ft Lift @ Left = 0.00 ft Lift @ Right= 0.00 ft Design Bearing Lengths: @ Left = 0.46 ft @ Right= 0.46 ft Top width = 84.000 in Flange thick= 4.999 in Tpg. thick = 0.000 in Web width = 84.000 in Stem Height = 0.001 in Haunch thick= 0.000 in Bot. width = 0.000 in Bot. thick = 0.000 in Section Type=RECT BEAM Non-Composite : (Based on above section dimensions) Height = 5.000 in Area = 420.000 in^2 St = 350.00 in^3 Yt = 2.500 in I = 875.00 in^4 Sb = 350.00 in^3 Yb = 2.500 in Vol/Surf = 2.360 in Miscellaneous : (Governing code is ACI 318-11) Beam f'ci = 3.500 ksi Rel. humid. = 60.00 % Stress Block=RECTANGULAR Beam f'c = 5.000 ksi Beam weight = 150.00 pcf NORMAL WT. , Lambda=1.00 Cu = 2.350 eds = 0 E-06 eshu = 650 E-06 Eci modifier= 1.000 Ec modifier = 1.000 Camber Mult.= 1.000 Shear Options : Depth used = NON-COMP f'c used = BEAM Allow. Concrete Stress: At Release =0.600f'ci At Final =12.0sqrt f'c phi : Tension-controlled Flexure = 0.900 Strand Developmt = 0.750 Factors : Compression-controlled Flexure = 0.650 Shear & Torsion = 0.750 Load Cases: 1) U = 1.40 DL 2) U = 1.20 DL + 1.60 LL Prestressing Strands (Strand Type: LOW RELAXATION Strain Curve: PCI Handbk) -------------------- Eff. Pull = 0.700Xfpu Strand diam.= 0.6000 in Estrand = 28500 ksi Strand fpu =270.00 ksi Area ea.str.= 0.0857 in^2 LtMult = 1.000 # Str. lev. = 1 # of Strand = 3.00 LdMult = 1.000 Losses: PCI Comm. Report (RATIONAL) Strand Transformed -> NO Harping Profile: X(ft) From Hstr Eccent. Area of Description Left End (in) (in) P/S (in^2) Left End of Beam---------------------- 0.00 1.50 1.00 0.2571 Right End of Beam--------------------- 21.00 1.50 1.00 0.2571 Mild Steel ---------- Shear : fyv = 60.00 ksi fyh = 60.00 ksi fyl = 60.00 ksi Flexure : fy = 60.00 ksi fs = 30.00 ksi Emild = 29000 ksi LdMult = 1.000 Distance From Left End No. of Bars Bar Area of Dist. from Bottom Beginning Ending Layer in Layer Size Steel(in^2) of Section (in) (ft) (ft) 1 14 5 4.340 1.50 0.00 21.00 NOTE: Mild steel transformed for section props and used in design moment. Distributed Loads (non-factored) ----------------- Magnitude of Load Distance From Left Beginning Ending Beginning Ending Eccent. Load Type (k/ft) (k/ft) (ft) (ft) (in) P/C Self Weight 0.438 0.612 0.00 10.50 0.000 P/C Self Weight 0.612 0.438 10.50 21.00 0.000 Composite Dead Load 0.140 0.140 0.00 21.00 0.000 Live Load 0.175 0.175 0.00 21.00 0.000 At Release Only: Suction = 0.000 k/ft Core Material = 0.000 k/ft Unregistered MA 9726-A NATIONAL GRID YARMOUTH BY: MAN SHEET OF . DATE: 11/23/2021 \\ev-vtdata-2017\Server\PROJECTS\0-2021\21621 MA 9726A National Grid Yarmouth\analysis\pre-stressed cables\ 21621 MA 9726-A NATIONAL GRID YARMOUTH(ROOF).bem Page 1 Beam V3.4.0 ©2019 Salmons Technologies, Inc. PrecastEngineer.com NOTE: 10.00% of all distributed and concentrated live loads are sustained. NOTE: Shear calculations are based on loads being applied to top of member. Varying Thicknesses of Top Flange --------------------------------- X(ft) From Thickness (in) Left End P/C Topping 0.00 4.999 0.000 10.50 6.999 0.000 21.00 4.999 0.000 21.00 4.999 0.000 Section Properties at Thickness Changes --------------------------------------- X(ft) From Height Area Yb Sb Hc Ac Ybc Sbc Left End (in) (in^2) (in) (in^3) (in) (in^2) (in) (in^3) 0.00 5.00 420.00 2.50 350.0 5.00 420.00 2.50 350.0 10.50 7.00 588.00 3.50 686.0 7.00 588.00 3.50 686.0 21.00 5.00 420.00 2.50 350.0 5.00 420.00 2.50 350.0 21.00 5.00 420.00 2.50 350.0 5.00 420.00 2.50 350.0 Bearing Plates -------------- Nu = 0.20*Pu Height= 0.00 in Bearing Pad Thickness = 0.250 in Eff. Brg. Surface: Width = 0.00 in Length = 0.000 in Plate Rebar: Angle = 10.00 deg fy = 60.00 ksi Confinement for non-debonded prestressing strand assumed -> YES ********************************** OUTPUT *********************************** INITIAL STRESSES (psi, at release) ---------------- A)DL beam + core material (if any) + suction (if any) Beam is supported at 0.54 ft from LEFT end and 0.54 ft from RIGHT end X(ft) From Initial P/S Init.P/S + BM Aux. steel area Left End Top Bot. Top Bot. (ACI 18.4.1) 2.50 -34 223 232 -29 0.00 2.53 -34 223 235 -32 0.00 4.52 -41 219 383 -182 0.48 BOT<--- 6.52 -47 214 449 -254 0.80 BOT<--- 8.51 -51 208 456 -270 0.93 BOT<--- 10.50 -53 203 420 -244 0.88 BOT<--- 12.49 -51 208 456 -270 0.93 BOT<--- 14.48 -47 214 449 -254 0.80 BOT<--- 16.48 -41 219 383 -182 0.48 BOT<--- 18.47 -34 223 235 -32 0.00 18.50 -34 223 232 -29 0.00 NOTE: Required f'ci = 3500 psi based on assigned minimum. C)DL beam + core material (if any) + suction (if any) Beam is supported at 0.00 ft from LEFT end and 0.54 ft from RIGHT end X(ft) From Initial P/S Init.P/S + BM Aux. steel area Left End Top Bot. Top Bot. (ACI 18.4.1) 2.05 -26 183 268 -95 0.00 2.50 -34 223 306 -98 0.00 4.09 -40 220 419 -214 0.58 BOT<--- 6.14 -46 215 488 -289 0.93 BOT<--- 8.18 -50 209 493 -304 1.06 BOT<--- 10.23 -53 204 453 -274 1.01 BOT<--- 12.28 -51 208 477 -291 1.03 BOT<--- 14.32 -47 213 471 -276 0.89 BOT<--- Unregistered MA 9726-A NATIONAL GRID YARMOUTH BY: MAN SHEET OF . DATE: 11/23/2021 \\ev-vtdata-2017\Server\PROJECTS\0-2021\21621 MA 9726A National Grid Yarmouth\analysis\pre-stressed cables\ 21621 MA 9726-A NATIONAL GRID YARMOUTH(ROOF).bem Page 2 Beam V3.4.0 ©2019 Salmons Technologies, Inc. PrecastEngineer.com 16.37 -42 218 403 -201 0.55 BOT<--- 18.41 -34 223 249 -45 0.00 18.50 -34 223 240 -36 0.00 NOTE: This is a temporary condition that may occur during stripping. D)DL beam + core material (if any) + suction (if any) Beam is supported at 0.54 ft from LEFT end and 0.00 ft from RIGHT end X(ft) From Initial P/S Init.P/S + BM Aux. steel area Left End Top Bot. Top Bot. (ACI 18.4.1) 2.50 -34 223 240 -36 0.00 2.59 -34 223 249 -45 0.00 4.63 -42 218 403 -201 0.55 BOT<--- 6.68 -47 213 471 -276 0.89 BOT<--- 8.72 -51 208 477 -291 1.03 BOT<--- 10.77 -53 204 453 -274 1.01 BOT<--- 12.82 -50 209 493 -304 1.06 BOT<--- 14.86 -46 215 488 -289 0.93 BOT<--- 16.91 -40 220 419 -214 0.58 BOT<--- 18.50 -34 223 306 -98 0.00 18.95 -26 183 268 -95 0.00 NOTE: This is a temporary condition that may occur during stripping. STRAND STRESSES (Based on f'ci=3.500 ksi, f'c=5.000 ksi, by PCI Committee) --------------- at at DL and X(ft) from Tensioning Release Sust. LL Final* P/S Loss P/S Loss Left End ksi ksi ksi ksi ksi % 0.00 189.0 186.3 0.0 0.0 189.00 100.00 0.27 189.0 186.4 18.6 18.6 170.37 90.14 0.54 189.0 186.4 37.2 37.3 151.73 80.28 2.53 189.0 187.4 172.3 172.5 16.45 8.70 4.52 189.0 188.0 173.2 173.5 15.47 8.18 6.52 189.0 188.4 173.6 174.1 14.94 7.90 8.51 189.0 188.6 173.8 174.3 14.72 7.79 10.50 189.0 188.5 173.8 174.2 14.77 7.82 12.49 189.0 188.6 173.8 174.3 14.72 7.79 14.48 189.0 188.4 173.6 174.1 14.94 7.90 16.48 189.0 188.0 173.2 173.5 15.47 8.18 18.47 189.0 187.4 172.3 172.5 16.45 8.70 20.46 189.0 186.4 37.2 37.3 151.73 80.28 20.73 189.0 186.4 18.6 18.6 170.37 90.14 21.00 189.0 186.3 0.0 0.0 189.00 100.00 *NOTE: Final strand stresses include elastic regain for Live Load. FINAL STRESSES (psi) -------------- X(ft) From FP + BM FP + DL + Sustained LL FP + DL + All LL Left End Top Bot Tpg Top Bot Tpg Top Bot 0.00 0 0 --- 0 0 --- 0 0 0.14 -1 13 --- -1 13 --- -1 13 0.27 -3 25 --- -3 25 --- -3 26 0.41 -5 38 --- -5 38 --- -6 39 0.54 -7 51 --- -8 51 --- -9 52 1.54 134 -14 --- 178 -57 --- 223 -99 2.53 238 -49 --- 317 -124 --- 396 -199 3.53 324 -136 --- 429 -236 --- 533 -335 4.52 387 -201 --- 509 -318 --- 632 -435 5.52 429 -246 --- 564 -374 --- 699 -503 6.52 453 -274 --- 596 -409 --- 737 -544 7.51 464 -288 --- 608 -426 --- 753 -564 8.51 461 -289 --- 605 -427 --- 749 -564 Unregistered MA 9726-A NATIONAL GRID YARMOUTH BY: MAN SHEET OF . DATE: 11/23/2021 \\ev-vtdata-2017\Server\PROJECTS\0-2021\21621 MA 9726A National Grid Yarmouth\analysis\pre-stressed cables\ 21621 MA 9726-A NATIONAL GRID YARMOUTH(ROOF).bem Page 3 Beam V3.4.0 ©2019 Salmons Technologies, Inc. PrecastEngineer.com 9.50 447 -281 --- 588 -415 --- 728 -548 10.50 425 -263 --- 559 -391 --- 693 -518 11.50 447 -281 --- 588 -415 --- 728 -548 12.49 461 -289 --- 605 -427 --- 749 -564 13.49 464 -288 --- 608 -426 --- 753 -564 14.48 453 -274 --- 596 -409 --- 737 -544 15.48 429 -246 --- 564 -374 --- 699 -503 16.48 387 -201 --- 509 -318 --- 632 -435 17.47 324 -136 --- 429 -236 --- 533 -335 18.47 238 -49 --- 317 -124 --- 396 -199 19.46 134 -14 --- 178 -57 --- 223 -99 20.46 -7 51 --- -8 51 --- -9 52 20.60 -5 38 --- -5 38 --- -6 39 20.73 -3 25 --- -3 25 --- -3 26 20.87 -1 13 --- -1 13 --- -1 13 21.00 0 -0 --- 0 -0 --- 0 -0 NOTE: Allowable precast tensile stress = 12.0*sqrt(f'c) = -849 psi ULTIMATE MOMENT: (k-in) --------------- Required Mu Provided phi*Mn -------------------- ----------------------------------- by by by by Other Flex. phi N.A. X(ft) From Fact'd 1.2*Mcr Strain- Limits Factor c(in) Left End Loads (ACI 18.8.2) compat. (see notes) (ACI 9.3.2) 0.00 0 0 (3) 0.00 0.00 0.14 -0 {2} -11 (3) 0.67 0.30 0.27 -0 {2} -22 (3) 0.67 0.40 0.41 -1 {2} -32 (3) 0.67 0.48 0.54 -2 {2} -232* -41 (3) 0.67 0.54 1.54 121 {2} 284 (3) 0.67 1.40 2.53 232 {2} 953 (1) 0.88 1.07 3.53 331 {2} 1028 (1) 0.88 1.10 4.52 418 {2} 1104 (1) 0.88 1.12 5.52 492 {2} 1179 (1) 0.89 1.13 6.52 553 {2} 1253 (1) 0.89 1.15 7.51 601 {2} 1322 0.90 1.15 8.51 635 {2} 1379 0.90 1.15 9.50 656 {2} 1435 0.90 1.15 10.50 663 {2} 632* 1491 0.90 1.15 11.50 656 {2} 1435 0.90 1.15 12.49 635 {2} 1379 0.90 1.15 13.49 601 {2} 1322 0.90 1.15 14.48 553 {2} 1253 (1) 0.89 1.15 15.48 492 {2} 1179 (1) 0.89 1.13 16.48 418 {2} 1104 (1) 0.88 1.12 17.47 331 {2} 1028 (1) 0.88 1.10 18.47 232 {2} 953 (1) 0.88 1.07 19.46 121 {2} 284 (3) 0.67 1.40 20.46 -2 {2} -232* -41 (3) 0.67 0.54 20.60 -1 {2} -32 (3) 0.67 0.48 20.73 -0 {2} -22 (3) 0.67 0.40 20.87 -0 {2} -11 (3) 0.67 0.30 21.00 0 0 (3) 0.00 0.00 {n}: Load Case {n} controls. (1): Development length controlled by strand. (3): Development length controlled by both strand and rebar. *NOTE: phi*Mn > 2*Mu, ACI 18.8.2 requirements can be ignored. Beta1 for depth of Whitney block: 0.80 VERTICAL SHEAR REINFORCING -------------------------- -- Required Reinforcing -- Unregistered MA 9726-A NATIONAL GRID YARMOUTH BY: MAN SHEET OF . DATE: 11/23/2021 \\ev-vtdata-2017\Server\PROJECTS\0-2021\21621 MA 9726A National Grid Yarmouth\analysis\pre-stressed cables\ 21621 MA 9726-A NATIONAL GRID YARMOUTH(ROOF).bem Page 4 Beam V3.4.0 ©2019 Salmons Technologies, Inc. PrecastEngineer.com for for for X(ft) From d Vu Tu Vci Vcw Avci Avcw Avmin Left End in. kips k-in kips kips in^2/ft in^2/ft in^2/ft 0.10 4.02 -0.1 0.0 259.2 84.4 0.000 0.000 0.891 (A1) 0.98 4.15 10.4 0.0 52.0 88.3 0.000 0.000 0.891 (A1) 1.05 4.16 10.3 0.0 47.1 88.1 0.000 0.000 0.891 (A1) 2.10 4.32 9.2 0.0 43.6 86.3 0.000 0.000 0.009 (C1) 3.15 4.48 8.2 0.0 45.2 81.2 0.000 0.000 0.009 (C1) 4.20 4.64 7.1 0.0 46.9 74.7 0.000 0.000 0.009 (C1) 5.25 4.80 5.9 0.0 48.5 70.4 0.000 0.000 0.009 (C1) 6.30 4.96 4.8 0.0 50.1 68.1 0.000 0.000 0.009 (C1) 7.35 5.12 3.6 0.0 51.7 67.9 0.000 0.000 0.008 (C1) 8.40 5.28 2.4 0.0 53.3 69.4 0.000 0.000 0.008 (C1) 9.45 5.44 1.2 0.0 54.9 72.7 0.000 0.000 0.008 (C1) 10.50 5.60 0.0 0.0 56.5 77.6 0.000 0.000 0.008 (C1) 11.55 5.44 -1.2 0.0 54.9 72.7 0.000 0.000 0.008 (C1) 12.60 5.28 -2.4 0.0 53.3 69.4 0.000 0.000 0.008 (C1) 13.65 5.12 -3.6 0.0 51.7 67.9 0.000 0.000 0.008 (C1) 14.70 4.96 -4.8 0.0 50.1 68.1 0.000 0.000 0.009 (C1) 15.75 4.80 -5.9 0.0 48.5 70.4 0.000 0.000 0.009 (C1) 16.80 4.64 -7.1 0.0 46.9 74.7 0.000 0.000 0.009 (C1) 17.85 4.48 -8.2 0.0 45.2 81.2 0.000 0.000 0.009 (C1) 18.90 4.32 -9.2 0.0 43.6 86.3 0.000 0.000 0.009 (C1) 19.95 4.16 -10.3 0.0 47.1 88.1 0.000 0.000 0.891 (A1) 20.02 4.15 -10.4 0.0 52.0 88.3 0.000 0.000 0.891 (A1) 20.90 4.02 0.1 0.0 259.2 84.4 0.000 0.000 0.891 (A1) (A): Minimum based on ACI Eq. 11-13. (prestress < 40% tensile strength) (C): Minimum based on ACI Eq. 11-14. (prestress > 40% tensile strength) (1): Avmin not required, Vu < phi*Vc/2 (ACI 11.4.6). NOTE: Reqd. reinf. does not include suspension steel for ledges & pockets. NOTE: Reqd. reinf. is based on a total web width = 84.000 in. NOTE: No significant torsion was found (ACI 11.5.1). NOTE: Design assumes web reinforcing is carried as close to compression and tension surfaces as possible per ACI 12.13.1. NOTE: Shear calculations based on loads applied to top of member. SUMMARY OF MINIMUM VERTICAL AND LONGITUDINAL WEB REINFORCEMENT REQUIREMENTS --------------------------------------------------------------------------- NOTE: The specified section type does not have a bottom ledge. For Vertical Reinf, select from columns (1), (2), (3) or (4) For Longitudinal Reinf, select from columns (A) or (B) X From (1) (2) (3) (4) (A) (B) Left End Ph Ash Av/2+At Av/2+Ash Av/2+Awv Al/2 Awl ft in in^2/ft in^2/ft in^2/ft in^2/ft in^2 in^2 0.10 <3> 0.000 <3> 0.000 0.98 <3> 0.000 <3> 0.000 1.05 <3> 0.000 <3> 0.000 2.10 <3> 0.000 <3> 0.000 3.15 <3> 0.000 <3> 0.000 4.20 <3> 0.000 <3> 0.000 5.25 <3> 0.000 <3> 0.000 6.30 <3> 0.000 <3> 0.000 7.35 <3> 0.420 <3> 1.584 8.40 <3> 0.420 <3> 1.633 9.45 <3> 0.420 <3> 1.683 10.50 <3> 0.000 <3> 0.000 11.55 <3> 0.420 <3> 1.683 12.60 <3> 0.420 <3> 1.633 13.65 <3> 0.420 <3> 1.584 14.70 <3> 0.000 <3> 0.000 15.75 <3> 0.000 <3> 0.000 Unregistered MA 9726-A NATIONAL GRID YARMOUTH BY: MAN SHEET OF . DATE: 11/23/2021 \\ev-vtdata-2017\Server\PROJECTS\0-2021\21621 MA 9726A National Grid Yarmouth\analysis\pre-stressed cables\ 21621 MA 9726-A NATIONAL GRID YARMOUTH(ROOF).bem Page 5 Beam V3.4.0 ©2019 Salmons Technologies, Inc. PrecastEngineer.com 16.80 <3> 0.000 <3> 0.000 17.85 <3> 0.000 <3> 0.000 18.90 <3> 0.000 <3> 0.000 19.95 <3> 0.000 <3> 0.000 20.02 <3> 0.000 <3> 0.000 20.90 <3> 0.000 <3> 0.000 Awv = Awl = 0.000(left), 0.000(right) = Vertical and long. web reinf. for bending due to torsional equil. reactions (ledge face, in^2), based on: Tu = 0.0 k-in at Left End, = 0.0 k-in at Right End ds = 82.000 in Hs = 4.000 in Ash = Hanger reinforcement (ledge face only). NOTE: The above values for steel are for one face only. Columns (2) & (A) should be applied to both faces. All other columns need only be applied to the ledge face. <3>NOTE: Section does not have a ledge, or is defined as a General Section. PREDICTED DEFLECTIONS --------------------- Based on : Rational approach and PCI Committee Recommendations for losses. f'ci = 3.500 ksi, f'c = 5.000 ksi and ACI-209 Eci = 3587 ksi, Ec = 4287 ksi, Camber Mult.= 1.000 Modified : Cu = 1.790 eshu = 470 E-06 Position: Left End Midspan Right End (in) (in) (in) Release : PS+BM DL -0.02 0.20 -0.02 Creep Before Erection -0.01 0.16 -0.01 Erection: PS+BM DL @ 30 days -0.03 0.36 -0.03 Change Due to Non-Comp.DL -0.00 0.00 -0.00 30 days : PS+BM DL+Non-Comp.DL -0.03 0.36 -0.03 Change Due to Comp.DL+SustLL -0.01 0.07 -0.01 60 days : PS+All DL+Sust.LL -0.04 0.43 -0.04 Long Term Creep -0.03 0.31 -0.03 Final : PS+All DL+Sust.LL -0.07 0.73 -0.07 : PS+All DL+LL -0.08 0.83 -0.08 NOTE: Negative values indicate camber. NOTE: Beam has cracked under positive moment; deflections are based on a bilinear moment-deflection relationship using simple Icr. MISC. PRODUCTION INFORMATION ---------------------------- Initial prestress force = 49 kips Final prestress force = 45 kips Concrete strengths used in design: Release strength f'ci= 3500 psi Final strength f'c= 5000 psi Beam is NORMAL WEIGHT concrete. Piece weight = 11.02 kips. Estimated shortening between supports at erection time : Curvature at C.G. Effect Total Top 0.05 0.03 0.07 <<<Length correction not to exceed this value C.G 0.05 0.00 0.05 Bot 0.05 -0.03 0.02 Unregistered MA 9726-A NATIONAL GRID YARMOUTH BY: MAN SHEET OF . DATE: 11/23/2021 \\ev-vtdata-2017\Server\PROJECTS\0-2021\21621 MA 9726A National Grid Yarmouth\analysis\pre-stressed cables\ 21621 MA 9726-A NATIONAL GRID YARMOUTH(ROOF).bem Page 6 Beam V3.4.0 ©2019 Salmons Technologies, Inc. PrecastEngineer.com DESIGN DATA ----------- Left Cant. = 0.54 ft Simple Span = 19.92 ft Right Cant. = 0.54 ft Beam Length = 21.00 ft Lift @ Left = 0.00 ft Lift @ Right= 0.00 ft Design Bearing Lengths: @ Left = 0.46 ft @ Right= 0.46 ft Top width = 84.000 in Flange thick= 4.999 in Tpg. thick = 0.000 in Web width = 84.000 in Stem Height = 0.001 in Haunch thick= 0.000 in Bot. width = 0.000 in Bot. thick = 0.000 in Section Type=RECT BEAM Non-Composite : (Based on above section dimensions) Height = 5.000 in Area = 420.000 in^2 St = 350.00 in^3 Yt = 2.500 in I = 875.00 in^4 Sb = 350.00 in^3 Yb = 2.500 in Vol/Surf = 2.360 in Miscellaneous : (Governing code is ACI 318-11) Beam f'ci = 3.500 ksi Rel. humid. = 60.00 % Stress Block=RECTANGULAR Beam f'c = 5.000 ksi Beam weight = 150.00 pcf NORMAL WT. , Lambda=1.00 Cu = 2.350 eds = 0 E-06 eshu = 650 E-06 Eci modifier= 1.000 Ec modifier = 1.000 Camber Mult.= 1.000 Shear Options : Depth used = NON-COMP f'c used = BEAM Allow. Concrete Stress: At Release =0.600f'ci At Final =12.0sqrt f'c phi : Tension-controlled Flexure = 0.900 Strand Developmt = 0.750 Factors : Compression-controlled Flexure = 0.650 Shear & Torsion = 0.750 Load Cases: 1) U = 1.40 DL 2) U = 1.20 DL + 1.60 LL Prestressing Strands (Strand Type: LOW RELAXATION Strain Curve: PCI Handbk) -------------------- Eff. Pull = 0.700Xfpu Strand diam.= 0.6000 in Estrand = 28500 ksi Strand fpu =270.00 ksi Area ea.str.= 0.0857 in^2 LtMult = 1.000 # Str. lev. = 1 # of Strand = 2.00 LdMult = 1.000 Losses: PCI Comm. Report (RATIONAL) Strand Transformed -> NO Harping Profile: X(ft) From Hstr Eccent. Area of Description Left End (in) (in) P/S (in^2) Left End of Beam---------------------- 0.00 1.50 1.00 0.1714 Right End of Beam--------------------- 21.00 1.50 1.00 0.1714 Mild Steel ---------- Shear : fyv = 60.00 ksi fyh = 60.00 ksi fyl = 60.00 ksi Flexure : fy = 60.00 ksi fs = 30.00 ksi Emild = 29000 ksi LdMult = 1.000 Distance From Left End No. of Bars Bar Area of Dist. from Bottom Beginning Ending Layer in Layer Size Steel(in^2) of Section (in) (ft) (ft) 1 6 5 1.860 1.50 0.00 21.00 NOTE: Mild steel transformed for section props and used in design moment. Distributed Loads (non-factored) ----------------- Magnitude of Load Distance From Left Beginning Ending Beginning Ending Eccent. Load Type (k/ft) (k/ft) (ft) (ft) (in) P/C Self Weight 0.438 0.579 0.00 8.50 0.000 P/C Self Weight 0.552 0.583 8.50 10.50 0.000 P/C Self Weight 0.583 0.552 10.50 12.50 0.000 P/C Self Weight 0.579 0.438 12.50 21.00 0.000 Composite Dead Load 0.140 0.140 0.00 21.00 0.000 Live Load 0.088 0.088 0.00 21.00 0.000 Unregistered MA 9726-A NATIONAL GRID YARMOUTH BY: MAN SHEET OF . DATE: 11/23/2021 \\ev-vtdata-2017\Server\PROJECTS\0-2021\21621 MA 9726A National Grid Yarmouth\analysis\pre-stressed cables\ 21621 MA 9726-A NATIONAL GRID YARMOUTH(ROOF)(WITH OPENING).bem Page 1 Beam V3.4.0 ©2019 Salmons Technologies, Inc. PrecastEngineer.com At Release Only: Suction = 0.000 k/ft Core Material = 0.000 k/ft NOTE: 10.00% of all distributed and concentrated live loads are sustained. NOTE: Shear calculations are based on loads being applied to top of member. Openings in Flanges ------------------- - Distance From Left End - Location Start of End of Width at Width at of Opening Opening (ft) Opening (ft) Start (in) End (in) TOP FLANGE 8.50 12.50 4.000 4.000 Section Properties at Openings ------------------------------ X(ft) From Height Area Yb Sb Hc Ac Ybc Sbc Left End (in) (in^2) (in) (in^3) (in) (in^2) (in) (in^3) 8.50 6.62 529.54 3.31 584.2 6.62 529.54 3.31 584.2 12.50 6.62 529.54 3.31 584.2 6.62 529.54 3.31 584.2 Varying Thicknesses of Top Flange --------------------------------- X(ft) From Thickness (in) Left End P/C Topping 0.00 4.999 0.000 10.50 6.999 0.000 21.00 4.999 0.000 21.00 4.999 0.000 Section Properties at Thickness Changes --------------------------------------- X(ft) From Height Area Yb Sb Hc Ac Ybc Sbc Left End (in) (in^2) (in) (in^3) (in) (in^2) (in) (in^3) 0.00 5.00 420.00 2.50 350.0 5.00 420.00 2.50 350.0 10.50 7.00 560.00 3.50 653.4 7.00 560.00 3.50 653.4 21.00 5.00 420.00 2.50 350.0 5.00 420.00 2.50 350.0 21.00 5.00 420.00 2.50 350.0 5.00 420.00 2.50 350.0 Bearing Plates -------------- Nu = 0.20*Pu Height= 0.00 in Bearing Pad Thickness = 0.250 in Eff. Brg. Surface: Width = 0.00 in Length = 0.000 in Plate Rebar: Angle = 10.00 deg fy = 60.00 ksi Confinement for non-debonded prestressing strand assumed -> YES ********************************** OUTPUT *********************************** INITIAL STRESSES (psi, at release) ---------------- A)DL beam + core material (if any) + suction (if any) Beam is supported at 0.54 ft from LEFT end and 0.54 ft from RIGHT end X(ft) From Initial P/S Init.P/S + BM Aux. steel area Left End Top Bot. Top Bot. (ACI 18.4.1) 2.50 -24 158 240 -100 0.00 2.53 -24 158 244 -103 0.00 4.52 -29 155 393 -256 0.83 BOT<--- 6.52 -33 151 460 -329 1.20 BOT<--- 8.51 -37 154 490 -360 1.41 BOT<--- 10.50 -39 150 453 -330 1.36 BOT<--- 12.49 -37 154 490 -360 1.41 BOT<--- 14.48 -33 151 460 -329 1.20 BOT<--- Unregistered MA 9726-A NATIONAL GRID YARMOUTH BY: MAN SHEET OF . DATE: 11/23/2021 \\ev-vtdata-2017\Server\PROJECTS\0-2021\21621 MA 9726A National Grid Yarmouth\analysis\pre-stressed cables\ 21621 MA 9726-A NATIONAL GRID YARMOUTH(ROOF)(WITH OPENING).bem Page 2 Beam V3.4.0 ©2019 Salmons Technologies, Inc. PrecastEngineer.com 16.48 -29 155 393 -256 0.83 BOT<--- 18.47 -24 158 244 -103 0.00 18.50 -24 158 240 -100 0.00 NOTE: Required f'ci = 3500 psi based on assigned minimum. C)DL beam + core material (if any) + suction (if any) Beam is supported at 0.00 ft from LEFT end and 0.54 ft from RIGHT end X(ft) From Initial P/S Init.P/S + BM Aux. steel area Left End Top Bot. Top Bot. (ACI 18.4.1) 2.05 -18 129 273 -155 0.00 2.50 -24 158 314 -172 0.00 4.09 -28 155 428 -290 0.95 BOT<--- 6.14 -32 152 498 -366 1.34 BOT<--- 8.18 -35 148 504 -378 1.49 BOT<--- 10.23 -39 151 487 -362 1.50 BOT<--- 12.28 -38 154 512 -381 1.52 BOT<--- 14.32 -33 151 481 -351 1.30 BOT<--- 16.37 -29 154 413 -276 0.91 BOT<--- 18.41 -24 157 257 -117 0.00 18.50 -24 158 248 -108 0.00 NOTE: This is a temporary condition that may occur during stripping. D)DL beam + core material (if any) + suction (if any) Beam is supported at 0.54 ft from LEFT end and 0.00 ft from RIGHT end X(ft) From Initial P/S Init.P/S + BM Aux. steel area Left End Top Bot. Top Bot. (ACI 18.4.1) 2.50 -24 158 248 -108 0.00 2.59 -24 157 257 -117 0.00 4.63 -29 154 413 -276 0.91 BOT<--- 6.68 -33 151 481 -351 1.30 BOT<--- 8.72 -38 154 512 -381 1.52 BOT<--- 10.77 -39 151 487 -362 1.50 BOT<--- 12.82 -35 148 504 -378 1.49 BOT<--- 14.86 -32 152 498 -366 1.34 BOT<--- 16.91 -28 155 428 -290 0.95 BOT<--- 18.50 -24 158 314 -172 0.00 18.95 -18 129 273 -155 0.00 NOTE: This is a temporary condition that may occur during stripping. STRAND STRESSES (Based on f'ci=3.500 ksi, f'c=5.000 ksi, by PCI Committee) --------------- at at DL and X(ft) from Tensioning Release Sust. LL Final* P/S Loss P/S Loss Left End ksi ksi ksi ksi ksi % 0.00 189.0 186.8 0.0 0.0 189.00 100.00 0.27 189.0 186.8 18.7 18.7 170.33 90.12 0.54 189.0 186.8 37.3 37.3 151.65 80.24 2.53 189.0 187.8 172.8 172.9 16.08 8.51 4.52 189.0 188.4 173.5 173.7 15.26 8.07 6.52 189.0 188.8 174.0 174.2 14.77 7.81 8.51 189.0 189.0 174.2 174.4 14.56 7.70 10.50 189.0 189.0 174.2 174.5 14.54 7.69 12.49 189.0 189.0 174.2 174.4 14.56 7.70 14.48 189.0 188.8 174.0 174.2 14.77 7.81 16.48 189.0 188.4 173.5 173.7 15.26 8.07 18.47 189.0 187.8 172.8 172.9 16.08 8.51 20.46 189.0 186.8 37.3 37.3 151.65 80.24 20.73 189.0 186.8 18.7 18.7 170.33 90.12 21.00 189.0 186.8 0.0 0.0 189.00 100.00 *NOTE: Final strand stresses include elastic regain for Live Load. Unregistered MA 9726-A NATIONAL GRID YARMOUTH BY: MAN SHEET OF . DATE: 11/23/2021 \\ev-vtdata-2017\Server\PROJECTS\0-2021\21621 MA 9726A National Grid Yarmouth\analysis\pre-stressed cables\ 21621 MA 9726-A NATIONAL GRID YARMOUTH(ROOF)(WITH OPENING).bem Page 3 Beam V3.4.0 ©2019 Salmons Technologies, Inc. PrecastEngineer.com FINAL STRESSES (psi) -------------- X(ft) From FP + BM FP + DL + Sustained LL FP + DL + All LL Left End Top Bot Tpg Top Bot Tpg Top Bot 0.00 0 0 --- 0 0 --- 0 0 0.14 -1 8 --- -1 9 --- -1 9 0.27 -2 17 --- -2 17 --- -2 17 0.41 -4 26 --- -4 26 --- -4 27 0.54 -6 35 --- -6 36 --- -7 36 1.54 138 -56 --- 180 -97 --- 202 -119 2.53 245 -116 --- 320 -189 --- 360 -228 3.53 332 -205 --- 431 -302 --- 484 -354 4.52 395 -270 --- 512 -384 --- 574 -445 5.52 438 -315 --- 566 -441 --- 634 -507 6.52 463 -343 --- 598 -475 --- 670 -545 7.51 473 -356 --- 611 -491 --- 684 -563 8.51 494 -374 --- 638 -515 --- 715 -590 9.50 480 -363 --- 620 -501 --- 695 -574 10.50 457 -343 --- 591 -475 --- 662 -544 11.50 480 -363 --- 620 -501 --- 695 -574 12.49 494 -374 --- 638 -515 --- 715 -590 13.49 473 -356 --- 611 -491 --- 684 -563 14.48 463 -343 --- 598 -475 --- 670 -545 15.48 438 -315 --- 566 -441 --- 634 -507 16.48 395 -270 --- 512 -384 --- 574 -445 17.47 332 -205 --- 431 -302 --- 484 -354 18.47 245 -116 --- 320 -189 --- 360 -228 19.46 138 -56 --- 180 -97 --- 202 -119 20.46 -6 35 --- -6 36 --- -7 36 20.60 -4 26 --- -4 26 --- -4 27 20.73 -2 17 --- -2 17 --- -2 17 20.87 -1 8 --- -1 9 --- -1 9 21.00 0 -0 --- 0 -0 --- 0 -0 NOTE: Allowable precast tensile stress = 12.0*sqrt(f'c) = -849 psi ULTIMATE MOMENT: (k-in) --------------- Required Mu Provided phi*Mn -------------------- ----------------------------------- by by by by Other Flex. phi N.A. X(ft) From Fact'd 1.2*Mcr Strain- Limits Factor c(in) Left End Loads (ACI 18.8.2) compat. (see notes) (ACI 9.3.2) 0.00 0 0 (3) 0.00 0.00 0.14 -0 -6 (3) 0.68 0.21 0.27 -0 {2} -11 (3) 0.68 0.29 0.41 -1 {2} -16 (3) 0.68 0.35 0.54 -1 {2} -232* -21 (3) 0.68 0.39 1.54 105 {2} 144 (3) 0.68 1.03 2.53 201 {2} 466 (1) 0.87 0.50 3.53 287 {2} 507 (1) 0.87 0.51 4.52 362 {2} 549 (1) 0.88 0.53 5.52 426 {2} 590 (1) 0.88 0.54 6.52 479 {2} 630 (1) 0.89 0.55 7.51 520 {2} 667 (1) 0.90 0.55 8.51 549 {2} 693 0.90 0.58 9.50 567 {2} 720 0.90 0.58 10.50 573 {2} 541 747 0.90 0.58 11.50 567 {2} 720 0.90 0.58 12.49 549 {2} 693 0.90 0.58 13.49 520 {2} 667 (1) 0.90 0.55 14.48 479 {2} 630 (1) 0.89 0.55 15.48 426 {2} 590 (1) 0.88 0.54 Unregistered MA 9726-A NATIONAL GRID YARMOUTH BY: MAN SHEET OF . DATE: 11/23/2021 \\ev-vtdata-2017\Server\PROJECTS\0-2021\21621 MA 9726A National Grid Yarmouth\analysis\pre-stressed cables\ 21621 MA 9726-A NATIONAL GRID YARMOUTH(ROOF)(WITH OPENING).bem Page 4 Beam V3.4.0 ©2019 Salmons Technologies, Inc. PrecastEngineer.com 16.48 362 {2} 549 (1) 0.88 0.53 17.47 287 {2} 507 (1) 0.87 0.51 18.47 201 {2} 466 (1) 0.87 0.50 19.46 105 {2} 144 (3) 0.68 1.03 20.46 -1 {2} -232* -21 (3) 0.68 0.39 20.60 -1 {2} -16 (3) 0.68 0.35 20.73 -0 {2} -11 (3) 0.68 0.29 20.87 -0 -6 (3) 0.68 0.21 21.00 0 0 (3) 0.00 0.00 {n}: Load Case {n} controls. (1): Development length controlled by strand. (3): Development length controlled by both strand and rebar. *NOTE: phi*Mn > 2*Mu, ACI 18.8.2 requirements can be ignored. Beta1 for depth of Whitney block: 0.80 VERTICAL SHEAR REINFORCING -------------------------- -- Required Reinforcing -- for for for X(ft) From d Vu Tu Vci Vcw Avci Avcw Avmin Left End in. kips k-in kips kips in^2/ft in^2/ft in^2/ft 0.10 4.02 -0.1 0.0 259.3 84.1 0.000 0.000 0.891 (A1) 0.98 4.15 9.0 0.0 49.9 85.3 0.000 0.000 0.891 (A1) 1.05 4.16 8.9 0.0 45.2 84.8 0.000 0.000 0.891 (A1) 2.10 4.32 8.0 0.0 43.6 79.7 0.000 0.000 0.006 (C1) 3.15 4.48 7.1 0.0 45.2 73.2 0.000 0.000 0.006 (C1) 4.20 4.64 6.1 0.0 46.9 66.6 0.000 0.000 0.006 (C1) 5.25 4.80 5.1 0.0 48.5 62.2 0.000 0.000 0.006 (C1) 6.30 4.96 4.1 0.0 50.1 59.9 0.000 0.000 0.006 (C1) 7.35 5.12 3.1 0.0 51.7 59.6 0.000 0.000 0.006 (C1) 8.40 5.28 2.1 0.0 53.3 61.1 0.000 0.000 0.005 (C1) 9.45 5.44 1.1 0.0 54.9 61.9 0.000 0.000 0.005 (C1) 10.50 5.60 0.0 0.0 56.5 66.7 0.000 0.000 0.005 (C1) 11.55 5.44 -1.1 0.0 54.9 61.9 0.000 0.000 0.005 (C1) 12.60 5.28 -2.1 0.0 53.3 61.1 0.000 0.000 0.005 (C1) 13.65 5.12 -3.1 0.0 51.7 59.6 0.000 0.000 0.006 (C1) 14.70 4.96 -4.1 0.0 50.1 59.9 0.000 0.000 0.006 (C1) 15.75 4.80 -5.1 0.0 48.5 62.2 0.000 0.000 0.006 (C1) 16.80 4.64 -6.1 0.0 46.9 66.6 0.000 0.000 0.006 (C1) 17.85 4.48 -7.1 0.0 45.2 73.2 0.000 0.000 0.006 (C1) 18.90 4.32 -8.0 0.0 43.6 79.7 0.000 0.000 0.006 (C1) 19.95 4.16 -8.9 0.0 45.2 84.8 0.000 0.000 0.891 (A1) 20.02 4.15 -9.0 0.0 49.9 85.3 0.000 0.000 0.891 (A1) 20.90 4.02 0.1 0.0 259.3 84.1 0.000 0.000 0.891 (A1) (A): Minimum based on ACI Eq. 11-13. (prestress < 40% tensile strength) (C): Minimum based on ACI Eq. 11-14. (prestress > 40% tensile strength) (1): Avmin not required, Vu < phi*Vc/2 (ACI 11.4.6). NOTE: Reqd. reinf. does not include suspension steel for ledges & pockets. NOTE: Reqd. reinf. is based on a total web width = 84.000 in. NOTE: No significant torsion was found (ACI 11.5.1). NOTE: Design assumes web reinforcing is carried as close to compression and tension surfaces as possible per ACI 12.13.1. NOTE: Shear calculations based on loads applied to top of member. SUMMARY OF MINIMUM VERTICAL AND LONGITUDINAL WEB REINFORCEMENT REQUIREMENTS --------------------------------------------------------------------------- NOTE: The specified section type does not have a bottom ledge. For Vertical Reinf, select from columns (1), (2), (3) or (4) For Longitudinal Reinf, select from columns (A) or (B) X From (1) (2) (3) (4) (A) (B) Left End Ph Ash Av/2+At Av/2+Ash Av/2+Awv Al/2 Awl ft in in^2/ft in^2/ft in^2/ft in^2/ft in^2 in^2 Unregistered MA 9726-A NATIONAL GRID YARMOUTH BY: MAN SHEET OF . DATE: 11/23/2021 \\ev-vtdata-2017\Server\PROJECTS\0-2021\21621 MA 9726A National Grid Yarmouth\analysis\pre-stressed cables\ 21621 MA 9726-A NATIONAL GRID YARMOUTH(ROOF)(WITH OPENING).bem Page 5 Beam V3.4.0 ©2019 Salmons Technologies, Inc. PrecastEngineer.com 0.10 <3> 0.000 <3> 0.000 0.98 <3> 0.000 <3> 0.000 1.05 <3> 0.000 <3> 0.000 2.10 <3> 0.000 <3> 0.000 3.15 <3> 0.000 <3> 0.000 4.20 <3> 0.000 <3> 0.000 5.25 <3> 0.420 <3> 1.485 6.30 <3> 0.420 <3> 1.534 7.35 <3> 0.420 <3> 1.584 8.40 <3> 0.420 <3> 1.633 9.45 <3> 0.420 <3> 1.603 10.50 <3> 0.420 <3> 1.650 11.55 <3> 0.420 <3> 1.603 12.60 <3> 0.420 <3> 1.633 13.65 <3> 0.420 <3> 1.584 14.70 <3> 0.420 <3> 1.534 15.75 <3> 0.420 <3> 1.485 16.80 <3> 0.000 <3> 0.000 17.85 <3> 0.000 <3> 0.000 18.90 <3> 0.000 <3> 0.000 19.95 <3> 0.000 <3> 0.000 20.02 <3> 0.000 <3> 0.000 20.90 <3> 0.000 <3> 0.000 Awv = Awl = 0.000(left), 0.000(right) = Vertical and long. web reinf. for bending due to torsional equil. reactions (ledge face, in^2), based on: Tu = 0.0 k-in at Left End, = 0.0 k-in at Right End ds = 82.000 in Hs = 4.000 in Ash = Hanger reinforcement (ledge face only). NOTE: The above values for steel are for one face only. Columns (2) & (A) should be applied to both faces. All other columns need only be applied to the ledge face. <3>NOTE: Section does not have a ledge, or is defined as a General Section. PREDICTED DEFLECTIONS --------------------- Based on : Rational approach and PCI Committee Recommendations for losses. f'ci = 3.500 ksi, f'c = 5.000 ksi and ACI-209 Eci = 3587 ksi, Ec = 4287 ksi, Camber Mult.= 1.000 Modified : Cu = 1.790 eshu = 470 E-06 Position: Left End Midspan Right End (in) (in) (in) Release : PS+BM DL -0.02 0.23 -0.02 Creep Before Erection -0.02 0.18 -0.02 Erection: PS+BM DL @ 30 days -0.04 0.41 -0.04 Change Due to Non-Comp.DL -0.00 0.00 -0.00 30 days : PS+BM DL+Non-Comp.DL -0.04 0.41 -0.04 Change Due to Comp.DL+SustLL -0.01 0.07 -0.01 60 days : PS+All DL+Sust.LL -0.04 0.48 -0.04 Long Term Creep -0.03 0.33 -0.03 Final : PS+All DL+Sust.LL -0.08 0.81 -0.08 : PS+All DL+LL -0.08 0.93 -0.08 NOTE: Negative values indicate camber. NOTE: Beam has cracked under positive moment; deflections are based on a bilinear moment-deflection relationship using simple Icr. MISC. PRODUCTION INFORMATION ---------------------------- Initial prestress force = 32 kips Final prestress force = 30 kips Concrete strengths used in design: Release strength f'ci= 3500 psi Final strength f'c= 5000 psi Beam is NORMAL WEIGHT concrete. Piece weight = 10.91 kips. Unregistered MA 9726-A NATIONAL GRID YARMOUTH BY: MAN SHEET OF . DATE: 11/23/2021 \\ev-vtdata-2017\Server\PROJECTS\0-2021\21621 MA 9726A National Grid Yarmouth\analysis\pre-stressed cables\ 21621 MA 9726-A NATIONAL GRID YARMOUTH(ROOF)(WITH OPENING).bem Page 6 Beam V3.4.0 ©2019 Salmons Technologies, Inc. PrecastEngineer.com Estimated shortening between supports at erection time : Curvature at C.G. Effect Total Top 0.05 0.03 0.08 <<<Length correction not to exceed this value C.G 0.05 0.00 0.05 Bot 0.05 -0.03 0.02 Unregistered MA 9726-A NATIONAL GRID YARMOUTH BY: MAN SHEET OF . DATE: 11/23/2021 \\ev-vtdata-2017\Server\PROJECTS\0-2021\21621 MA 9726A National Grid Yarmouth\analysis\pre-stressed cables\ 21621 MA 9726-A NATIONAL GRID YARMOUTH(ROOF)(WITH OPENING).bem Page 7 Beam V3.4.0 ©2019 Salmons Technologies, Inc. PrecastEngineer.com LECWALL - PRECAST WALL & COLUMN DESIGN (c) 2021 LOSCH SOFTWARE, LTD Release 12.5.4 2021-03-25 ============================================================================================== 1258 Engineering Ventures, PC INPUT DATA 2021-11-08 14:10:27 Pg. 1 ============================================================================================== File: 21621 END WALL #1.W12 Name: MA 9726A National Grid Yarmouth Job No: 21621 Mark: END WALL #1 Designer: MAN SECTION DIMENSIONS: No. of Wythes = 1 Bot Wythe:Width = 252 in Thickness = 5.5 in Member Length = 120 in Bott Wythe (no rvls/opngs): Area = 1386 in2 M of I = 3493.875 in4 Centroid from Bottom = 2.75 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) = 0.625 0.5 No. Bars in Row = 14 8 Cent frm Bot/Sect(in) = 2 2 Start frm Bot/Wall(in) = 0 0 End frm Top/Wall(in) = 0 0 Bar Dev Length Mult = 1 1 REBAR LOCATIONS FROM LEFT: Row A 11.00 21.00 31.00 41.00 51.00 61.00 121.00 131.00 191.00 201.00 211.00 221.00 231.00 241.00 Row B 66.25 68.25 112.00 114.00 137.00 139.00 183.75 185.75 OPNGS:A B C D E F G H I J K L M N O P X1(in)= 28.8 28.8 X(in)= 86.3 86.3 Y1(in)= 141.0 70.3 Y(in)= 40.8 40.8 Top W: N N Bot W: Y Y Stem: N N LECWALL - PRECAST WALL & COLUMN DESIGN (c) 2021 LOSCH SOFTWARE, LTD Release 12.5.4 2021-03-25 ============================================================================================== 1258 Engineering Ventures, PC INPUT DATA 2021-11-08 14:10:27 Pg. 2 ============================================================================================== File: 21621 END WALL #1.W12 Name: MA 9726A National Grid Yarmouth Job No: 21621 Mark: END 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 252 5.5 0 A B LECWALL - PRECAST WALL & COLUMN DESIGN (c) 2021 LOSCH SOFTWARE, LTD Release 12.5.4 2021-03-25 ============================================================================================== 1258 Engineering Ventures, PC INPUT DATA 2021-11-08 14:10:27 Pg. 3 ============================================================================================== File: 21621 END WALL #1.W12 Name: MA 9726A National Grid Yarmouth Job No: 21621 Mark: END 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 1120.00 897.00 0.00 120.00 LECWALL - PRECAST WALL & COLUMN DESIGN (c) 2021 LOSCH SOFTWARE, LTD Release 12.5.4 2021-03-25 =============================================================================================== 1258 Engineering Ventures, PC INTERACTION CURVES 2021-11-08 14:11:04 Pg. 1 =============================================================================================== File: 21621 END WALL #1.W12 Name: MA 9726A National Grid Yarmouth Job No: 21621 Mark: END 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 8.41 0.00 567.63 463.58 0.00 -1041.85 -463.58 2 7.21 0.72 566.10 462.48 0.72 -1040.46 -462.48 3 7.21 0.00 566.10 462.48 0.00 -1040.46 -462.48 4 7.21 166.53 566.10 462.48 -133.37 -1040.46 -462.48 5 7.21 15.29 566.10 462.48 -15.29 -1040.46 -462.48 6 5.40 166.48 563.82 460.83 -133.33 -1038.37 -460.83 7 5.40 166.48 563.82 460.83 -133.33 -1038.37 -460.83 8 7.21 83.27 566.10 462.48 -66.69 -1040.46 -462.48 9 5.40 15.28 563.82 460.83 -15.28 -1038.37 -460.83 10 6.00 0.50 564.58 461.38 0.50 -1039.06 -461.38 11 6.00 0.00 564.58 461.38 0.00 -1039.06 -461.38 12 6.00 0.00 564.58 461.38 0.00 -1039.06 -461.38 13 6.00 99.90 564.58 461.38 -80.01 -1039.06 -461.38 14 0.00 0.00 556.96 0.00 0.00 -1032.10 0.00 Section cut location from left end (in) = 59.40002 Compr. face not reversed. 252 5.5 0 A B 0 2242 SUCTION PhiPn (kips) 0 1875 PhiMn (kip-in) 2 4 5 6 7 8 9 10 13 0 2242 PRESSURE PhiPn (kips) 0 1805 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 2021-11-08 14:14:22 Pg. 1 ============================================================================================== File: 21621 END WALL #2.W12 Name: MA 9726A National Grid Yarmouth Job No: 21621 Mark: END WALL #2 Designer: MAN SECTION DIMENSIONS: No. of Wythes = 1 Bot Wythe:Width = 252 in Thickness = 5.5 in Member Length = 120 in Bott Wythe (no rvls/opngs): Area = 1386 in2 M of I = 3493.875 in4 Centroid from Bottom = 2.75 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) = 0.625 0.625 No. Bars in Row = 14 10 Cent frm Bot/Sect(in) = 2 2 Start frm Bot/Wall(in) = 0 0 End frm Top/Wall(in) = 0 0 Bar Dev Length Mult = 1 1 REBAR LOCATIONS FROM LEFT: Row A 11.00 21.00 31.00 41.00 51.00 61.00 71.00 81.00 91.00 101.00 111.00 121.00 131.00 141.00 Row B 151.00 161.00 171.00 181.00 191.00 201.00 211.00 221.00 231.00 241.00 LECWALL - PRECAST WALL & COLUMN DESIGN (c) 2021 LOSCH SOFTWARE, LTD Release 12.5.4 2021-03-25 ============================================================================================== 1258 Engineering Ventures, PC INPUT DATA 2021-11-08 14:14:22 Pg. 2 ============================================================================================== File: 21621 END WALL #2.W12 Name: MA 9726A National Grid Yarmouth Job No: 21621 Mark: END 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, % = 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 252 5.5 0 LECWALL - PRECAST WALL & COLUMN DESIGN (c) 2021 LOSCH SOFTWARE, LTD Release 12.5.4 2021-03-25 ============================================================================================== 1258 Engineering Ventures, PC INPUT DATA 2021-11-08 14:14:22 Pg. 3 ============================================================================================== File: 21621 END WALL #2.W12 Name: MA 9726A National Grid Yarmouth Job No: 21621 Mark: END 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 1120.00 897.00 0.00 120.00 LECWALL - PRECAST WALL & COLUMN DESIGN (c) 2021 LOSCH SOFTWARE, LTD Release 12.5.4 2021-03-25 =============================================================================================== 1258 Engineering Ventures, PC INTERACTION CURVES 2021-11-08 14:14:47 Pg. 1 =============================================================================================== File: 21621 END WALL #2.W12 Name: MA 9726A National Grid Yarmouth Job No: 21621 Mark: END 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 10.11 0.00 727.37 683.05 0.00 -1322.86 -683.05 2 8.66 0.90 725.34 681.73 0.90 -1320.97 -681.73 3 8.66 0.00 725.34 681.73 0.00 -1320.97 -681.73 4 8.66 166.50 725.34 681.73 -133.35 -1320.97 -681.73 5 8.66 21.46 725.34 681.73 -21.46 -1320.97 -681.73 6 6.50 166.45 722.30 679.74 -133.31 -1318.12 -679.74 7 6.50 166.45 722.30 679.74 -133.31 -1318.12 -679.74 8 8.66 83.25 725.34 681.73 -66.68 -1320.97 -681.73 9 6.50 21.46 722.30 679.74 -21.46 -1318.12 -679.74 10 7.22 0.63 723.31 680.40 0.63 -1319.07 -680.40 11 7.22 0.00 723.31 680.40 0.00 -1319.07 -680.40 12 7.22 0.00 723.31 680.40 0.00 -1319.07 -680.40 13 7.22 99.88 723.31 680.40 -79.99 -1319.07 -680.40 14 0.00 0.00 713.16 0.00 0.00 -1309.58 0.00 Section cut location from left end (in) = 59.40002 Compr. face not reversed. 252 5.5 0 0 3277 SUCTION PhiPn (kips) 0 2739 PhiMn (kip-in) 2 4 5 6 7 8 9 10 13 0 3277 PRESSURE PhiPn (kips) 0 2649 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 2021-11-08 11:43:23 Pg. 1 ============================================================================================== File: 21621 Module #1 Front.W12 Name: MA 9726A National Grid Yarmouth Job No: 21621 Mark: Module #1 FRONT Designer: MAN SECTION DIMENSIONS: No. of Wythes = 1 Bot Wythe:Width = 84 in Thickness = 5.5 in Member Length = 120 in Bott Wythe (no rvls/opngs): Area = 462 in2 M of I = 1164.625 in4 Centroid from Bottom = 2.75 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 0.625 0.5 No. Bars in Row = 6 4 4 Cent frm Bot/Sect(in) = 1.3125 3.75 2.75 Start frm Bot/Wall(in) = 0 0 0 End frm Top/Wall(in) = 0 0 0 Bar Dev Length Mult = 1 1 1 REBAR LOCATIONS FROM LEFT: Row A 3.00 9.00 15.00 69.00 75.00 81.00 Row B 5.25 15.75 68.25 78.75 Row C 17.63 19.63 64.38 66.38 OPNGS:A B C D E F G H I J K L M N O P X1(in)= 27.5 X(in)= 86.3 Y1(in)= 21.6 Y(in)= 40.8 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 2021-11-08 11:43:23 Pg. 2 ============================================================================================== File: 21621 Module #1 Front.W12 Name: MA 9726A National Grid Yarmouth Job No: 21621 Mark: Module #1 FRONT 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 84 5.5 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 2021-11-08 11:43:23 Pg. 3 ============================================================================================== File: 21621 Module #1 Front.W12 Name: MA 9726A National Grid Yarmouth Job No: 21621 Mark: Module #1 FRONT 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 1 374.00 299.00 0.00 120.00 CONCENTRATED VERTICAL LOADS, KIPS: Pv Location Eccentricity Dead Live Roof Wind -------------------------------------------------------------------------------------------------------------- (from bottom, in.) (from inside face, in.) Row 1 108.00 -2.75 6.99 1.84 1.47 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 2021-11-08 11:43:50 Pg. 1 =============================================================================================== File: 21621 Module #1 Front.W12 Name: MA 9726A National Grid Yarmouth Job No: 21621 Mark: Module #1 FRONT 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 12.27 0.00 345.81 126.89 0.00 -389.17 -126.89 2 14.20 1.23 346.93 128.65 1.23 -389.61 -128.65 3 14.71 0.00 347.23 129.12 0.00 -389.73 -129.12 4 13.09 56.00 346.29 127.64 -44.77 -389.36 -127.64 5 12.65 4.07 346.03 127.24 -4.07 -389.25 -127.24 6 7.89 55.82 343.25 122.87 -44.62 -388.15 -122.87 7 7.89 55.82 343.25 122.87 -44.62 -388.15 -122.87 8 12.87 28.00 346.16 127.44 -22.38 -389.30 -127.44 9 7.89 4.06 343.25 122.87 -4.06 -388.15 -122.87 10 8.77 0.64 343.76 123.68 0.64 -388.35 -123.68 11 10.61 0.00 344.84 125.36 0.00 -388.78 -125.36 12 11.25 0.00 345.21 125.95 0.00 -388.93 -125.95 13 8.77 33.51 343.76 123.68 -26.79 -388.35 -123.68 14 0.00 0.00 338.66 0.00 0.00 -386.32 0.00 Section cut location from left end (in) = 59.40002 Compr. face not reversed. 84 5.5 0 A 0 618 SUCTION PhiPn (kips) 0 480 PhiMn (kip-in) 2 4 5 6 7 8 9 10 13 0 618 PRESSURE PhiPn (kips) 0 474 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 2021-11-08 11:52:04 Pg. 1 ============================================================================================== File: 21621 Module #1 Back.W12 Name: MA 9726A National Grid Yarmouth Job No: 21621 Mark: Module #1 BACK Designer: MAN SECTION DIMENSIONS: No. of Wythes = 1 Bot Wythe:Width = 84 in Thickness = 5.5 in Member Length = 120 in Bott Wythe (no rvls/opngs): Area = 462 in2 M of I = 1164.625 in4 Centroid from Bottom = 2.75 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 0.625 0.5 No. Bars in Row = 7 4 3 Cent frm Bot/Sect(in) = 1.3125 3.75 2.75 Start frm Bot/Wall(in) = 0 0 0 End frm Top/Wall(in) = 0 0 0 Bar Dev Length Mult = 1 1 1 REBAR LOCATIONS FROM LEFT: Row A 45.00 51.00 57.00 63.00 69.00 75.00 81.00 Row B 47.25 57.75 68.25 78.75 Row C 40.25 42.25 44.25 OPNGS:A B C D E F G H I J K L M N O P X1(in)= 28.8 X(in)= 86.3 Y1(in)= 45.8 Y(in)= 38.3 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 2021-11-08 11:52:04 Pg. 2 ============================================================================================== File: 21621 Module #1 Back.W12 Name: MA 9726A National Grid Yarmouth Job No: 21621 Mark: Module #1 BACK 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 84 5.5 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 2021-11-08 11:52:04 Pg. 3 ============================================================================================== File: 21621 Module #1 Back.W12 Name: MA 9726A National Grid Yarmouth Job No: 21621 Mark: Module #1 BACK 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 1 374.00 299.00 0.00 120.00 CONCENTRATED VERTICAL LOADS, KIPS: Pv Location Eccentricity Dead Live Roof Wind -------------------------------------------------------------------------------------------------------------- (from bottom, in.) (from inside face, in.) Row 1 108.00 -2.75 6.99 1.84 1.47 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 2021-11-08 11:52:39 Pg. 1 =============================================================================================== File: 21621 Module #1 Back.W12 Name: MA 9726A National Grid Yarmouth Job No: 21621 Mark: Module #1 BACK 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 12.36 0.00 118.69 133.65 0.00 -148.49 -133.65 2 14.27 1.24 122.15 135.41 1.24 -151.84 -135.41 3 14.78 0.00 123.07 135.88 0.00 -152.74 -135.88 4 13.17 55.97 120.15 134.39 -44.75 -149.91 -134.39 5 12.73 4.28 119.36 133.99 -4.28 -149.14 -133.99 6 7.94 55.80 110.73 129.61 -44.61 -140.77 -129.61 7 7.94 55.80 110.73 129.61 -44.61 -140.77 -129.61 8 12.94 27.98 119.75 134.19 -22.37 -149.52 -134.19 9 7.94 4.27 110.73 129.61 -4.27 -140.77 -129.61 10 8.83 0.64 112.32 130.41 0.64 -142.31 -130.41 11 10.67 0.00 115.64 132.10 0.00 -145.53 -132.10 12 11.31 0.00 116.80 132.69 0.00 -146.66 -132.69 13 8.83 33.50 112.32 130.41 -26.78 -142.31 -130.41 14 0.00 0.00 96.38 0.00 0.00 -126.87 0.00 Section cut location from left end (in) = 59.40002 Compr. face not reversed. 84 5.5 0 A 0 579 SUCTION PhiPn (kips) 0 498 PhiMn (kip-in) 2 4 5 6 7 8 9 10 13 0 579 PRESSURE PhiPn (kips) 0 493 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 2021-11-08 12:04:29 Pg. 1 ============================================================================================== File: 21621 Module #2 Front.W12 Name: MA 9726A National Grid Yarmouth Job No: 21621 Mark: Module #2 FRONT Designer: MAN SECTION DIMENSIONS: No. of Wythes = 1 Bot Wythe:Width = 84 in Thickness = 5.5 in Member Length = 120 in Bott Wythe (no rvls/opngs): Area = 462 in2 M of I = 1164.625 in4 Centroid from Bottom = 2.75 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 0.625 0.5 No. Bars in Row = 4 2 6 Cent frm Bot/Sect(in) = 1.3125 3.75 2.75 Start frm Bot/Wall(in) = 0 0 0 End frm Top/Wall(in) = 0 0 0 Bar Dev Length Mult = 1 1 1 REBAR LOCATIONS FROM LEFT: Row A 45.00 51.00 57.00 63.00 Row B 47.25 57.75 Row C 3.75 5.75 38.25 40.25 65.75 67.75 OPNGS:A B C D E F G H I J K L M N O P X1(in)= 31.5 31.5 74.5 74.5 X(in)= 28.5 28.5 28.5 28.5 Y1(in)= 47.8 0.0 47.8 0.0 Y(in)= 28.5 14.3 28.5 14.5 Top W: N N N N Bot W: Y Y Y Y Stem: N N N N LECWALL - PRECAST WALL & COLUMN DESIGN (c) 2021 LOSCH SOFTWARE, LTD Release 12.5.4 2021-03-25 ============================================================================================== 1258 Engineering Ventures, PC INPUT DATA 2021-11-08 12:04:29 Pg. 2 ============================================================================================== File: 21621 Module #2 Front.W12 Name: MA 9726A National Grid Yarmouth Job No: 21621 Mark: Module #2 FRONT 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 84 5.5 0 A B C D LECWALL - PRECAST WALL & COLUMN DESIGN (c) 2021 LOSCH SOFTWARE, LTD Release 12.5.4 2021-03-25 ============================================================================================== 1258 Engineering Ventures, PC INPUT DATA 2021-11-08 12:04:29 Pg. 3 ============================================================================================== File: 21621 Module #2 Front.W12 Name: MA 9726A National Grid Yarmouth Job No: 21621 Mark: Module #2 FRONT 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 1 374.00 299.00 0.00 120.00 CONCENTRATED VERTICAL LOADS, KIPS: Pv Location Eccentricity Dead Live Roof Wind -------------------------------------------------------------------------------------------------------------- (from bottom, in.) (from inside face, in.) Row 1 108.00 -2.75 6.99 1.84 1.47 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 2021-11-08 12:05:05 Pg. 1 =============================================================================================== File: 21621 Module #2 Front.W12 Name: MA 9726A National Grid Yarmouth Job No: 21621 Mark: Module #2 FRONT 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 12.33 0.00 146.64 121.60 0.00 -143.64 -121.60 2 14.25 1.26 149.73 123.35 1.26 -146.67 -123.35 3 14.76 0.00 150.56 123.82 0.00 -147.48 -123.82 4 13.15 55.95 147.95 122.34 -44.73 -144.92 -122.34 5 12.70 4.94 147.24 121.94 -4.94 -144.23 -121.94 6 7.93 55.79 139.54 117.56 -44.60 -136.66 -117.56 7 7.93 55.79 139.54 117.56 -44.60 -136.66 -117.56 8 12.92 27.97 147.59 122.14 -22.36 -144.57 -122.14 9 7.93 4.92 139.54 117.56 -4.92 -136.66 -117.56 10 8.81 0.66 140.96 118.37 0.66 -138.06 -118.37 11 10.65 0.00 143.93 120.05 0.00 -140.97 -120.05 12 11.29 0.00 144.96 120.64 0.00 -141.99 -120.64 13 8.81 33.49 140.96 118.37 -26.77 -138.06 -118.37 14 0.00 0.00 126.76 0.00 0.00 -124.11 0.00 Section cut location from left end (in) = 59.40002 Compr. face not reversed. 84 5.5 0 A B C D 0 527 SUCTION PhiPn (kips) 0 430 PhiMn (kip-in) 2 4 5 6 7 8 9 10 13 0 527 PRESSURE PhiPn (kips) 0 431 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 2021-11-08 13:35:32 Pg. 1 ============================================================================================== File: 21621 Module #2 Back.W12 Name: MA 9726A National Grid Yarmouth Job No: 21621 Mark: Module #2 BACK Designer: MAN SECTION DIMENSIONS: No. of Wythes = 1 Bot Wythe:Width = 84 in Thickness = 5.5 in Member Length = 120 in Bott Wythe (no rvls/opngs): Area = 462 in2 M of I = 1164.625 in4 Centroid from Bottom = 2.75 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 0.625 0.5 No. Bars in Row = 4 2 5 Cent frm Bot/Sect(in) = 1.3125 3.75 2.75 Start frm Bot/Wall(in) = 0 0 0 End frm Top/Wall(in) = 0 0 0 Bar Dev Length Mult = 1 1 1 REBAR LOCATIONS FROM LEFT: Row A 21.00 27.00 33.00 39.00 Row B 26.25 36.75 Row C 16.25 18.25 39.75 41.75 43.75 OPNGS:A B C D E F G H I J K L M N O P X1(in)= 31.5 74.5 28.8 X(in)= 28.5 28.5 86.3 Y1(in)= 69.8 69.8 0.0 Y(in)= 14.3 14.3 38.3 Top W: N N N Bot W: Y Y Y Stem: N N N LECWALL - PRECAST WALL & COLUMN DESIGN (c) 2021 LOSCH SOFTWARE, LTD Release 12.5.4 2021-03-25 ============================================================================================== 1258 Engineering Ventures, PC INPUT DATA 2021-11-08 13:35:32 Pg. 2 ============================================================================================== File: 21621 Module #2 Back.W12 Name: MA 9726A National Grid Yarmouth Job No: 21621 Mark: Module #2 BACK 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 84 5.5 0 A B C LECWALL - PRECAST WALL & COLUMN DESIGN (c) 2021 LOSCH SOFTWARE, LTD Release 12.5.4 2021-03-25 ============================================================================================== 1258 Engineering Ventures, PC INPUT DATA 2021-11-08 13:35:32 Pg. 3 ============================================================================================== File: 21621 Module #2 Back.W12 Name: MA 9726A National Grid Yarmouth Job No: 21621 Mark: Module #2 BACK 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 1 374.00 299.00 0.00 120.00 CONCENTRATED VERTICAL LOADS, KIPS: Pv Location Eccentricity Dead Live Roof Wind -------------------------------------------------------------------------------------------------------------- (from bottom, in.) (from inside face, in.) Row 1 108.00 -2.75 6.99 1.84 1.47 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 2021-11-08 13:35:57 Pg. 1 =============================================================================================== File: 21621 Module #2 Back.W12 Name: MA 9726A National Grid Yarmouth Job No: 21621 Mark: Module #2 BACK 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 12.08 0.00 114.17 95.30 0.00 -143.64 -95.30 2 14.04 1.21 117.37 97.09 1.21 -146.67 -97.09 3 14.55 0.00 118.21 97.56 0.00 -147.47 -97.56 4 12.93 56.09 115.56 96.08 -44.85 -144.96 -96.08 5 12.49 3.54 114.84 95.67 -3.54 -144.27 -95.67 6 7.77 55.87 107.11 91.34 -44.67 -136.94 -91.34 7 7.77 55.87 107.11 91.34 -44.67 -136.94 -91.34 8 12.71 28.04 115.20 95.87 -22.42 -144.61 -95.87 9 7.77 3.53 107.11 91.34 -3.53 -136.94 -91.34 10 8.63 0.63 108.52 92.13 0.63 -138.28 -92.13 11 10.47 0.00 111.53 93.82 0.00 -141.13 -93.82 12 11.11 0.00 112.58 94.41 0.00 -142.13 -94.41 13 8.63 33.55 108.52 92.13 -26.82 -138.28 -92.13 14 0.00 0.00 94.39 0.00 0.00 -124.87 0.00 Section cut location from left end (in) = 59.40002 Compr. face not reversed. 84 5.5 0 A B C 0 406 SUCTION PhiPn (kips) 0 358 PhiMn (kip-in) 2 4 5 6 7 8 9 10 13 0 406 PRESSURE PhiPn (kips) 0 352 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 2021-11-08 13:39:59 Pg. 1 ============================================================================================== File: 21621 Module #3 Front.W12 Name: MA 9726A National Grid Yarmouth Job No: 21621 Mark: Module #3 Front Designer: MAN SECTION DIMENSIONS: No. of Wythes = 1 Bot Wythe:Width = 84 in Thickness = 5.5 in Member Length = 120 in Bott Wythe (no rvls/opngs): Area = 462 in2 M of I = 1164.625 in4 Centroid from Bottom = 2.75 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 0.625 0.5 No. Bars in Row = 4 2 5 Cent frm Bot/Sect(in) = 1.3125 3.75 2.75 Start frm Bot/Wall(in) = 0 0 0 End frm Top/Wall(in) = 0 0 0 Bar Dev Length Mult = 1 1 1 REBAR LOCATIONS FROM LEFT: Row A 21.00 27.00 33.00 39.00 Row B 26.25 36.75 Row C 16.25 18.25 39.75 41.75 43.75 OPNGS:A B C D E F G H I J K L M N O P X1(in)= 31.5 74.5 28.8 X(in)= 28.5 28.5 86.3 Y1(in)= 69.8 69.8 0.0 Y(in)= 14.3 14.3 38.3 Top W: N N N Bot W: Y Y Y Stem: N N N LECWALL - PRECAST WALL & COLUMN DESIGN (c) 2021 LOSCH SOFTWARE, LTD Release 12.5.4 2021-03-25 ============================================================================================== 1258 Engineering Ventures, PC INPUT DATA 2021-11-08 13:39:59 Pg. 2 ============================================================================================== File: 21621 Module #3 Front.W12 Name: MA 9726A National Grid Yarmouth Job No: 21621 Mark: Module #3 Front 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 84 5.5 0 A B C LECWALL - PRECAST WALL & COLUMN DESIGN (c) 2021 LOSCH SOFTWARE, LTD Release 12.5.4 2021-03-25 ============================================================================================== 1258 Engineering Ventures, PC INPUT DATA 2021-11-08 13:39:59 Pg. 3 ============================================================================================== File: 21621 Module #3 Front.W12 Name: MA 9726A National Grid Yarmouth Job No: 21621 Mark: Module #3 Front 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 1 374.00 299.00 0.00 120.00 CONCENTRATED VERTICAL LOADS, KIPS: Pv Location Eccentricity Dead Live Roof Wind -------------------------------------------------------------------------------------------------------------- (from bottom, in.) (from inside face, in.) Row 1 108.00 -2.75 6.99 1.84 1.47 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 2021-11-08 13:40:22 Pg. 1 =============================================================================================== File: 21621 Module #3 Front.W12 Name: MA 9726A National Grid Yarmouth Job No: 21621 Mark: Module #3 Front 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 12.08 0.00 114.17 95.30 0.00 -143.64 -95.30 2 14.04 1.21 117.37 97.09 1.21 -146.67 -97.09 3 14.55 0.00 118.21 97.56 0.00 -147.47 -97.56 4 12.93 56.09 115.56 96.08 -44.85 -144.96 -96.08 5 12.49 3.54 114.84 95.67 -3.54 -144.27 -95.67 6 7.77 55.87 107.11 91.34 -44.67 -136.94 -91.34 7 7.77 55.87 107.11 91.34 -44.67 -136.94 -91.34 8 12.71 28.04 115.20 95.87 -22.42 -144.61 -95.87 9 7.77 3.53 107.11 91.34 -3.53 -136.94 -91.34 10 8.63 0.63 108.52 92.13 0.63 -138.28 -92.13 11 10.47 0.00 111.53 93.82 0.00 -141.13 -93.82 12 11.11 0.00 112.58 94.41 0.00 -142.13 -94.41 13 8.63 33.55 108.52 92.13 -26.82 -138.28 -92.13 14 0.00 0.00 94.39 0.00 0.00 -124.87 0.00 Section cut location from left end (in) = 59.40002 Compr. face not reversed. 84 5.5 0 A B C 0 406 SUCTION PhiPn (kips) 0 358 PhiMn (kip-in) 2 4 5 6 7 8 9 10 13 0 406 PRESSURE PhiPn (kips) 0 352 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 2021-11-08 13:51:33 Pg. 1 ============================================================================================== File: 21621 Module #3 Back.W12 Name: MA 9726A National Grid Yarmouth Job No: 21621 Mark: Module #3 BACK Designer: MAN SECTION DIMENSIONS: No. of Wythes = 1 Bot Wythe:Width = 84 in Thickness = 5.5 in Member Length = 120 in Bott Wythe (no rvls/opngs): Area = 462 in2 M of I = 1164.625 in4 Centroid from Bottom = 2.75 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 0.625 0.5 No. Bars in Row = 4 2 6 Cent frm Bot/Sect(in) = 1.3125 3.75 2.75 Start frm Bot/Wall(in) = 0 0 0 End frm Top/Wall(in) = 0 0 0 Bar Dev Length Mult = 1 1 1 REBAR LOCATIONS FROM LEFT: Row A 45.00 51.00 57.00 63.00 Row B 47.25 57.75 Row C 3.75 5.75 38.25 40.25 65.75 67.75 OPNGS:A B C D E F G H I J K L M N O P X1(in)= 31.5 31.5 74.5 74.5 X(in)= 28.5 28.5 28.5 28.5 Y1(in)= 47.8 0.0 47.8 0.0 Y(in)= 28.5 14.3 28.5 14.5 Top W: N N N N Bot W: Y Y Y Y Stem: N N N N LECWALL - PRECAST WALL & COLUMN DESIGN (c) 2021 LOSCH SOFTWARE, LTD Release 12.5.4 2021-03-25 ============================================================================================== 1258 Engineering Ventures, PC INPUT DATA 2021-11-08 13:51:33 Pg. 2 ============================================================================================== File: 21621 Module #3 Back.W12 Name: MA 9726A National Grid Yarmouth Job No: 21621 Mark: Module #3 BACK 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 84 5.5 0 A B C D LECWALL - PRECAST WALL & COLUMN DESIGN (c) 2021 LOSCH SOFTWARE, LTD Release 12.5.4 2021-03-25 ============================================================================================== 1258 Engineering Ventures, PC INPUT DATA 2021-11-08 13:51:33 Pg. 3 ============================================================================================== File: 21621 Module #3 Back.W12 Name: MA 9726A National Grid Yarmouth Job No: 21621 Mark: Module #3 BACK 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 1 374.00 299.00 0.00 120.00 CONCENTRATED VERTICAL LOADS, KIPS: Pv Location Eccentricity Dead Live Roof Wind -------------------------------------------------------------------------------------------------------------- (from bottom, in.) (from inside face, in.) Row 1 108.00 -2.75 6.99 1.84 1.47 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 2021-11-08 13:52:21 Pg. 1 =============================================================================================== File: 21621 Module #3 Back.W12 Name: MA 9726A National Grid Yarmouth Job No: 21621 Mark: Module #3 BACK 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 12.33 0.00 146.64 121.60 0.00 -143.64 -121.60 2 14.25 1.26 149.73 123.35 1.26 -146.67 -123.35 3 14.76 0.00 150.56 123.82 0.00 -147.48 -123.82 4 13.15 55.95 147.95 122.34 -44.73 -144.92 -122.34 5 12.70 4.94 147.24 121.94 -4.94 -144.23 -121.94 6 7.93 55.79 139.54 117.56 -44.60 -136.66 -117.56 7 7.93 55.79 139.54 117.56 -44.60 -136.66 -117.56 8 12.92 27.97 147.59 122.14 -22.36 -144.57 -122.14 9 7.93 4.92 139.54 117.56 -4.92 -136.66 -117.56 10 8.81 0.66 140.96 118.37 0.66 -138.06 -118.37 11 10.65 0.00 143.93 120.05 0.00 -140.97 -120.05 12 11.29 0.00 144.96 120.64 0.00 -141.99 -120.64 13 8.81 33.49 140.96 118.37 -26.77 -138.06 -118.37 14 0.00 0.00 126.76 0.00 0.00 -124.11 0.00 Section cut location from left end (in) = 59.40002 Compr. face not reversed. 84 5.5 0 A B C D 0 527 SUCTION PhiPn (kips) 0 430 PhiMn (kip-in) 2 4 5 6 7 8 9 10 13 0 527 PRESSURE PhiPn (kips) 0 431 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 2021-11-08 14:00:33 Pg. 1 ============================================================================================== File: 21621 Module #4 Front.W12 Name: MA 9726A National Grid Yarmouth Job No: 21621 Mark: Module #4 FRONT Designer: MAN SECTION DIMENSIONS: No. of Wythes = 1 Bot Wythe:Width = 84 in Thickness = 5.5 in Member Length = 120 in Bott Wythe (no rvls/opngs): Area = 462 in2 M of I = 1164.625 in4 Centroid from Bottom = 2.75 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 0.625 0.5 No. Bars in Row = 7 4 3 Cent frm Bot/Sect(in) = 1.3125 3.75 2.75 Start frm Bot/Wall(in) = 0 0 0 End frm Top/Wall(in) = 0 0 0 Bar Dev Length Mult = 1 1 1 REBAR LOCATIONS FROM LEFT: Row A 45.00 51.00 57.00 63.00 69.00 75.00 81.00 Row B 47.25 57.75 68.25 78.75 Row C 40.25 42.25 44.25 OPNGS:A B C D E F G H I J K L M N O P X1(in)= 28.8 X(in)= 86.3 Y1(in)= 45.8 Y(in)= 38.3 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 2021-11-08 14:00:33 Pg. 2 ============================================================================================== File: 21621 Module #4 Front.W12 Name: MA 9726A National Grid Yarmouth Job No: 21621 Mark: Module #4 FRONT 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 84 5.5 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 2021-11-08 14:00:33 Pg. 3 ============================================================================================== File: 21621 Module #4 Front.W12 Name: MA 9726A National Grid Yarmouth Job No: 21621 Mark: Module #4 FRONT 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 1 374.00 299.00 0.00 120.00 CONCENTRATED VERTICAL LOADS, KIPS: Pv Location Eccentricity Dead Live Roof Wind -------------------------------------------------------------------------------------------------------------- (from bottom, in.) (from inside face, in.) Row 1 108.00 -2.75 6.99 1.84 1.47 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 2021-11-08 14:01:13 Pg. 1 =============================================================================================== File: 21621 Module #4 Front.W12 Name: MA 9726A National Grid Yarmouth Job No: 21621 Mark: Module #4 FRONT 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 12.36 0.00 118.69 133.65 0.00 -148.49 -133.65 2 14.27 1.24 122.15 135.41 1.24 -151.84 -135.41 3 14.78 0.00 123.07 135.88 0.00 -152.74 -135.88 4 13.17 55.97 120.15 134.39 -44.75 -149.91 -134.39 5 12.73 4.28 119.36 133.99 -4.28 -149.14 -133.99 6 7.94 55.80 110.73 129.61 -44.61 -140.77 -129.61 7 7.94 55.80 110.73 129.61 -44.61 -140.77 -129.61 8 12.94 27.98 119.75 134.19 -22.37 -149.52 -134.19 9 7.94 4.27 110.73 129.61 -4.27 -140.77 -129.61 10 8.83 0.64 112.32 130.41 0.64 -142.31 -130.41 11 10.67 0.00 115.64 132.10 0.00 -145.53 -132.10 12 11.31 0.00 116.80 132.69 0.00 -146.66 -132.69 13 8.83 33.50 112.32 130.41 -26.78 -142.31 -130.41 14 0.00 0.00 96.38 0.00 0.00 -126.87 0.00 Section cut location from left end (in) = 59.40002 Compr. face not reversed. 84 5.5 0 A 0 579 SUCTION PhiPn (kips) 0 498 PhiMn (kip-in) 2 4 5 6 7 8 9 10 13 0 579 PRESSURE PhiPn (kips) 0 493 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 2021-11-08 14:04:46 Pg. 1 ============================================================================================== File: 21621 Module #4 Back.W12 Name: MA 9726A National Grid Yarmouth Job No: 21621 Mark: Module #4 BACK Designer: MAN SECTION DIMENSIONS: No. of Wythes = 1 Bot Wythe:Width = 84 in Thickness = 5.5 in Member Length = 120 in Bott Wythe (no rvls/opngs): Area = 462 in2 M of I = 1164.625 in4 Centroid from Bottom = 2.75 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 0.625 No. Bars in Row = 14 8 Cent frm Bot/Sect(in) = 1.3125 3.75 Start frm Bot/Wall(in) = 0 0 End frm Top/Wall(in) = 0 0 Bar Dev Length Mult = 1 1 REBAR LOCATIONS FROM LEFT: Row A 3.00 9.00 15.00 21.00 27.00 33.00 39.00 45.00 51.00 57.00 63.00 69.00 75.00 81.00 Row B 5.25 15.75 26.25 36.75 47.25 57.75 68.25 78.75 LECWALL - PRECAST WALL & COLUMN DESIGN (c) 2021 LOSCH SOFTWARE, LTD Release 12.5.4 2021-03-25 ============================================================================================== 1258 Engineering Ventures, PC INPUT DATA 2021-11-08 14:04:46 Pg. 2 ============================================================================================== File: 21621 Module #4 Back.W12 Name: MA 9726A National Grid Yarmouth Job No: 21621 Mark: Module #4 BACK 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 84 5.5 0 LECWALL - PRECAST WALL & COLUMN DESIGN (c) 2021 LOSCH SOFTWARE, LTD Release 12.5.4 2021-03-25 ============================================================================================== 1258 Engineering Ventures, PC INPUT DATA 2021-11-08 14:04:46 Pg. 3 ============================================================================================== File: 21621 Module #4 Back.W12 Name: MA 9726A National Grid Yarmouth Job No: 21621 Mark: Module #4 BACK 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 1 374.00 299.00 0.00 120.00 CONCENTRATED VERTICAL LOADS, KIPS: Pv Location Eccentricity Dead Live Roof Wind -------------------------------------------------------------------------------------------------------------- (from bottom, in.) (from inside face, in.) Row 1 108.00 -2.75 6.99 1.84 1.47 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 2021-11-08 14:05:02 Pg. 1 =============================================================================================== File: 21621 Module #4 Back.W12 Name: MA 9726A National Grid Yarmouth Job No: 21621 Mark: Module #4 BACK 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 13.15 0.00 555.72 236.65 0.00 -729.68 -236.65 2 14.95 1.33 557.41 238.30 1.33 -730.52 -238.30 3 15.47 0.00 557.89 238.77 0.00 -730.76 -238.77 4 13.85 55.80 556.37 237.29 -44.61 -730.00 -237.29 5 13.41 7.18 555.96 236.89 -7.18 -729.80 -236.89 6 8.46 55.70 551.31 232.35 -44.53 -727.49 -232.35 7 8.46 55.70 551.31 232.35 -44.53 -727.49 -232.35 8 13.63 27.90 556.16 237.09 -22.30 -729.90 -237.09 9 8.46 7.17 551.31 232.35 -7.17 -727.49 -232.35 10 9.40 0.70 552.19 233.21 0.70 -727.93 -233.21 11 11.24 0.00 553.91 234.89 0.00 -728.79 -234.89 12 11.88 0.00 554.52 235.48 0.00 -729.09 -235.48 13 9.40 33.43 552.19 233.21 -26.73 -727.93 -233.21 14 0.00 0.00 543.37 0.00 0.00 -723.56 0.00 Section cut location from left end (in) = 59.40002 Compr. face not reversed. 84 5.5 0 0 1172 SUCTION PhiPn (kips) 0 1019 PhiMn (kip-in) 2 4 5 6 7 8 9 10 13 0 1172 PRESSURE PhiPn (kips) 0 999 PhiMn (kip-in) 4 5 6 7 8 9 13 COMcheck Software Version COMcheckWeb Interior Lighting Compliance Certificate Project Title: 2020 Massachusetts Energy Conservation Code Project Type:New Construction Construction Site:Owner/Agent:Designer/Contractor: Project Information Energy Code: 9726-A Yarmouth Regulator Credits: 3.0 Required 3.0 Proposed Reduced Lighting Power, 1.0 credit On-site Renewable Energy, 1.0 credit Dedicated Outdoor Air System, 1.0 credit Additional Efficiency Package(s) Allowed Interior Lighting Power A Area Category B Floor Area (ft2) C Allowed Watts / ft2 D Allowed Watts 1-Regulator Station (Workshop)621 0.82 509 509Total Allowed Watts = Proposed Interior Lighting Power E (C X D) D Fixture Watt. A Fixture ID : Description / Lamp / Wattage Per Lamp / Ballast B Lamps/ Fixture C # of Fixture 1-Regulator Station (Workshop) LED: LED Panel 60W:1 8 56 448 448Total Proposed Watts = Interior Lighting Compliance Statement Compliance Statement: The proposed interior lighting design represented in this document is consistent with the building plans, specifications, and other calculations submitted with this permit application. The proposed interior lighting systems have been designed to meet the 780 CMR Massachusetts State Building Code, 9th Edition, Energy Efficiency requirements in COMcheck Version COMcheckWeb and to comply with any applicable mandatory requirements listed in the Inspection Checklist. Patty Norton/Sales Name - Title Signature Date Interior Lighting PASSES: Design 12% better than code Project Title: Data filename: 9726-A Yarmouth Regulator 01/19/22Report date: 61 ofPage 1/20/21 COMcheck Software Version COMcheckWeb Exterior Lighting Compliance Certificate Project Title: 2020 Massachusetts Energy Conservation Code Project Type:New Construction Construction Site:Owner/Agent:Designer/Contractor: Project Information Energy Code: 9726-A Yarmouth Regulator 2 (Light industrial area with limited nighttime use (LZ2))Exterior Lighting Zone Allowed Exterior Lighting Power A Area/Surface Category B Quantity C Allowed Watts / D Tradable Wattage E Allowed Watts (B X C) Entry canopy 1 ft2 0.25 Yes 0 Total Tradable Watts (a) = Total Allowed Watts = Total Allowed Supplemental Watts (b) = 0 0 400 (a) Wattage tradeoffs are only allowed between tradable areas/surfaces. (b)A supplemental allowance equal to 400 watts may be applied toward compliance of both non-tradable and tradable areas/surfaces. Proposed Exterior Lighting Power E (C X D) D Fixture Watt. A Fixture ID : Description / Lamp / Wattage Per Lamp / Ballast B Lamps/ Fixture C # of Fixture Entry canopy (1 ft2): Tradable Wattage LED: LED Panel 33W:1 4 30 120 120Total Tradable Proposed Watts = Exterior Lighting Compliance Statement Compliance Statement: The proposed exterior lighting design represented in this document is consistent with the building plans, specifications, and other calculations submitted with this permit application. The proposed exterior lighting systems have been designed to meet the 780 CMR Massachusetts State Building Code, 9th Edition, Energy Efficiency requirements in COMcheck Version COMcheckWeb and to comply with any applicable mandatory requirements listed in the Inspection Checklist. Patty Norton/Sales Name - Title Signature Date Exterior Lighting PASSES: Design 70% better than code Project Title: Data filename: 9726-A Yarmouth Regulator 01/19/22Report date: 62 ofPage 1/20/22 Inspection Checklist Requirements: 0.0% were addressed directly in the COMcheck software COMcheck Software Version COMcheckWeb Text in the "Comments/Assumptions" column is provided by the user in the COMcheck Requirements screen. For each requirement, the user certifies that a code requirement will be met and how that is documented, or that an exception is being claimed. Where compliance is itemized in a separate table, a reference to that table is provided. Energy Code: 780 CMR Massachusetts State Building Code, 9th Edition, Section # & Req.ID Plan Review Complies?Comments/Assumptions C103.2 [PR4]1 Plans, specifications, and/or calculations provide all information with which compliance can be determined for the interior lighting and electrical systems and equipment and document where exceptions to the standard are claimed. Information provided should include interior lighting power calculations, wattage of bulbs and ballasts, transformers and control devices. Complies Does Not Not Observable Not Applicable C103.2 [PR8]1 Plans, specifications, and/or calculations provide all information with which compliance can be determined for the exterior lighting and electrical systems and equipment and document where exceptions to the standard are claimed. Information provided should include exterior lighting power calculations, wattage of bulbs and ballasts, transformers and control devices. Complies Does Not Not Observable Not Applicable Additional Comments/Assumptions: 1 High Impact (Tier 1)2 Medium Impact (Tier 2)3 Low Impact (Tier 3) Project Title: Data filename: 9726-A Yarmouth Regulator 01/19/22Report date: 63 ofPage Section # & Req.ID Rough-In Electrical Inspection Complies?Comments/Assumptions C405.2.2. 2 [EL22]1 Spaces required to have light- reduction controls have a manual control that allows the occupant to reduce the connected lighting load in a reasonably uniform illumination pattern >= 50 percent. Complies Does Not Not Observable Not Applicable C405.2.1, C405.2.1. 1 [EL18]1 Occupancy sensors installed in classrooms/lecture/training rooms, conference/meeting/multipurpose rooms, copy/print rooms, lounges/breakrooms, enclosed offices, open plan office areas, restrooms, storage rooms, locker rooms, warehouse storage areas, and other spaces <= 300 sqft that are enclosed by floor-to-ceiling height partitions. Reference section language C405.2.1.2 for control function in warehouses and section C405.2.1.3 for open plan office spaces. Complies Does Not Not Observable Not Applicable C405.2.1. 2 [EL19]1 Occupancy sensors control function in warehouses: In warehouses, the lighting in aisleways and open areas is controlled with occupant sensors that automatically reduce lighting power by 50% or more when the areas are unoccupied. The occupant sensors control lighting in each aisleway independently and do not control lighting beyond the aisleway being controlled by the sensor. Complies Does Not Not Observable Not Applicable C405.2.1. 3 [EL20]1 Occupant sensor control function in open plan office areas: Occupant sensor controls in open office spaces >= 300 sq.ft. have controls 1) configured so that general lighting can be controlled separately in control zones with floor areas <= 600 sq.ft. within the space, 2) automatically turn off general lighting in all control zones within 20 minutes after all occupants have left the space, 3) are configured so that general lighting power in each control zone is reduced by >= 80% of the full zone general lighting power within 20 minutes of all occupants leaving that control zone, and 4) are configured such that any daylight responsive control will activate space general lighting or control zone general lighting only when occupancy for the same area is detected. Complies Does Not Not Observable Not Applicable C405.2.2, C405.2.2. 1, C405.2.2. 2 [EL21]2 Each area not served by occupancy sensors (per C405.2.1) have time- switch controls and functions detailed in sections C405.2.2.1 and C405.2.2.2. Complies Does Not Not Observable Not Applicable 1 High Impact (Tier 1)2 Medium Impact (Tier 2)3 Low Impact (Tier 3) Project Title: Data filename: 9726-A Yarmouth Regulator 01/19/22Report date: 64 ofPage Section # & Req.ID Rough-In Electrical Inspection Complies?Comments/Assumptions C405.2.3, C405.2.3. 1, C405.2.3. 2 [EL23]2 Daylight zones with a totla of more than 100 watts provided with individual controls that control the lights independent of general area lighting. See code section C405.2.3 Daylight-responsive controls for applicable spaces, C405.2.3.1 Daylight responsive control function and section C405.2.3.2 Sidelit zone. Complies Does Not Not Observable Not Applicable C405.2.4 [EL26]1 Separate lighting control devices for specific uses installed per approved lighting plans. Complies Does Not Not Observable Not Applicable C405.2.4 [EL27]1 Additional interior lighting power allowed for special functions per the approved lighting plans and is automatically controlled and separated from general lighting. Complies Does Not Not Observable Not Applicable C405.2.5 [EL28]null Manual controls required by the energy code are in a location with ready access to occupants and located where the controlled lights are visible, or identify the area served and their status. Complies Does Not Not Observable Not Applicable C405.2.6 [EL30]null Automatic lighting controls for exterior lighting installed. Controls will be daylight controlled, set based on business operation time-of-day, or reduce connected lighting > 30%. Complies Does Not Not Observable Not Applicable C405.3 [EL6]1 Exit signs do not exceed 5 watts per face. Complies Does Not Not Observable Not Applicable Additional Comments/Assumptions: 1 High Impact (Tier 1)2 Medium Impact (Tier 2)3 Low Impact (Tier 3) Project Title: Data filename: 9726-A Yarmouth Regulator 01/19/22Report date: 65 ofPage Section # & Req.ID Final Inspection Complies?Comments/Assumptions C303.3, C408.2.5. 2 [FI17]3 Furnished O&M instructions for systems and equipment to the building owner or designated representative. Complies Does Not Not Observable Not Applicable C405.4.1 [FI18]1 Interior installed lamp and fixture lighting power is consistent with what is shown on the approved lighting plans, demonstrating proposed watts are less than or equal to allowed watts. Complies Does Not Not Observable Not Applicable See the Interior Lighting fixture schedule for values. C405.5.1 [FI19]1 Exterior lighting power is consistent with what is shown on the approved lighting plans, demonstrating proposed watts are less than or equal to allowed watts. Complies Does Not Not Observable Not Applicable See the Exterior Lighting fixture schedule for values. C408.2.5. 1 [FI16]3 Furnished as-built drawings for electric power systems within 90 days of system acceptance. Complies Does Not Not Observable Not Applicable C408.3 [FI33]1 Lighting systems have been tested to ensure proper calibration, adjustment, programming, and operation. Complies Does Not Not Observable Not Applicable Additional Comments/Assumptions: 1 High Impact (Tier 1)2 Medium Impact (Tier 2)3 Low Impact (Tier 3) Project Title: Data filename: 9726-A Yarmouth Regulator 01/19/22Report date: 66 ofPage