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HomeMy WebLinkAboutStamped Calculations for B Regulator building Design Calculations For: 21666 9726B Regulator Building Yarmouth Yarmouth, MA Precast utility building Submitted on: 01/17/2022 United Concrete Products, Inc. 173 Church Street Yalesville, CT 06492 (800 234.3119 January 17th, 2022 For Structural Design Only General Information Applicable Codes: 1.)ACI 318-14 Building Code Requirements for Structural Concrete (318-14) and commentary (318R-14) 2.)AISC Manual of Steel Construction, 14th Editions (ASD & LRFD) 3.)MNL 120-17 PCI Design Handbook, 8th Edition 4.)International Building Code 2015 with Amendments 5.)ASCE 7-10 Minimum Design Loads for Building and other Structures 6.)Massachusetts Amendments to the International Building Code 2015, 9th Edition Material Specifications: 1.) Precast Concrete …....................................................................................f'ci =2500 psi f'c,28 =5000 psi (Light weight concrete)w =115 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 21666 Regulator Building Yarmouth CALCULATIONS BY MAN DATE 01/17/22 REVIEWED BY CA DATE 01/17/22 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 =-0.267 (Figure 27.4-1) Internal Pressure Coefficient, GCpi =± 0.18 (Table 26.11-1) Velocity Pressure Coefficient at "z", Kz =0.85 (Table 27.3-1) Velocity Pressure at "z", qz =42.7 psf Windward design Pressure, pw =29 psf Leeward design Pressure, pL =-8.9 psf MWFRS pressure =37.9 psf Wind overturning moments: Vu(k)Mu(k-ft) X-axis =11.86 58.33 @ult Y-axis =4.47 21.99 @ult Seismic Loading (per Equivalent Lateral Force Procedure) Seismic category =B Seismic importance factor =1.25 Risk Category =III Short period response, Ss =0.149 1 second period response, S1 =0.054 Seismic site class =D (D to be used if soil not known) Fa =1.6 (interpolated) Fv=2.4 (interpolated) R=3 (3 for ordinary reinforced PC Brg walls) SMS =0.239 SDS =0.159 SM1 =0.13 SD1 =0.087 Seismic mass, W =26.39 kips X&Y-axis Base Shear, Vu =1.75 kips Wind controls X-axis design Seismic overturning moment:8.60 k-ft Wind controls Y-axis design PROJECT 21666 Regulator Building Yarmouth CALCULATIONS BY MAN DATE 01/17/22 REVIEWED BY CA DATE 01/17/22 Geometry & Live Loads Building width=12 ft Building length =31.83 ft Building height =9.83 ft Wall height =9 ft Roof overhang =1.5 in Roof Live Load =20 psf Roof Snow Load =25 psf Roof Super. DL =20 psf Floor Live Load =150 psf Floor Super. DL =0 psf Wall Lateral Load =37.9 psf Roof thickness(ave) =4.5 in Wall thickness =3.5 in Floor thickness(ave) =5 in Blockouts in roof =33.58 sq-ft Blockouts in walls: Wall (1) =22.56 sq-ft Wall (2) =42.00 sq-ft Wall (3) =22.56 sq-ft Wall (4) =42.00 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 Building Weight *Conservatively ignore equipment for overturning Roof =15.50 kips Wall (1) =8.85 kips Wall (2) =2.04 kips Wall (3) =8.85 kips Wall (4) =2.04 kips Floor =20.45 kips Addn'l DL =0 kips Total =57.73 kips 31'-10"12'-0" PROJECT 21666 Regulator Building Yarmouth CALCULATIONS BY MAN DATE 01/17/22 REVIEWED BY CA DATE 01/17/22 Sliding (Using side with maximum exposure) Coefficient of friction, Cf =0.3 (assumed) Sliding resistance =17.3 kips (0.3*building wt.) Sliding force =7.12 kips (max. wall area times wind force)@service F.S. =2.43 Overturning F.S. against overturn about the x-axis: MOT =13.19 kip-ft @service MRES =555.6 kip-ft F.S. =42.1 F.S. against overturn about the y-axis: MOT =97.22 kip-ft @service MRES =212.2 kip-ft F.S. =2.2 Soil Bearing Stress Building rests on foundation N/A Foundation design by Other.9'-10"31'-10" 12'-0" PROJECT 21666 Regulator Building Yarmouth CALCULATIONS BY MAN DATE 01/17/22 REVIEWED BY CA DATE 01/17/22 Lateral wall loading and forces Walls 1 & 3 (Load Bearing) (Wall properties) Wall length =8 ft Area =336 sq-in Axial Load =1.07 klf (ultimate weight of wall, roof and roof live loads) Swall =5376 in3 (bh2/6) (Wall forces) Mu =2.60 k-ft Tu =4.61 kips (maximum compressive force at end) Tu =3.96 kips (maximum tension force at end, "+" = net compression) Shear force at top of wall, Vu =0.29 kips (Shear in concrete at top and bottom of wall) * (WWF 2x6 D7xD5)λ = 0.75 φVn = φAvfFyμλ =211.68 kips Vu =0.58 kips OK (Wall properties) Wall length = 7 ft Area = 743.64391 sq-in Axial Load = 1.07 klf (ultimate weight of wall, roof and roof live loads) Swall =10411 in3 (bh2/6) (Wall forces) Mu =2.60 k-ft Tu =4.12 kips (maximum compressive force at end) Tu =3.38 kips (maximum tension force at end, "+" = net compression) Shear force at top of wall, Vu =0.25 kips (Shear in concrete at top and bottom of wall) * (WWF 2x6 D7xD5)λ = 0.75 φVn = φAvfFyμλ =185.22 kips Vu =0.50 kips OK PROJECT 21666 Regulator Building Yarmouth CALCULATIONS BY MAN DATE 01/17/22 REVIEWED BY CA DATE 01/17/22 Walls 2 & 4 (Non-Load Bearing) (Floor/Roof connection) Shear force at top of wall, Vu =2.97 kips Shear force at bottom of wall, Vu =5.93 kips Capacity of roof connection, φVn =5.4 kips (per calc sheet) # of connections required =2 (min of 2 per wall) (Wall properties) Wall length =12 ft Area =504 sq-in Axial Load =3.26 kips (ultimate weight of wall only) Swall =12096 in3 (bh2/6) (Wall forces) Mu =26.69 k-ft Tu =3.85 kips (maximum compressive force at end) Tu =-0.59 kips (maximum tension force at end, "+" = net compression) Capacity of Anchor Plate = 2.12 kips OK PROJECT 21666 Regulator Building Yarmouth CALCULATIONS BY MAN DATE 01/17/22 REVIEWED BY CA DATE 01/17/22 Beam Above Door or Wall Opening (Geometry and loads)opening width =28.5 in length =28.5 opening height =28.5 in h =12 Load bearing wall? =1 (0 = no, 1 = yes) d =9 b =3.5 Wu =0.709 klf (including roof live loads) Mu =0.50 k-ft Mu = Wu*l2/8 Vu =0.58 kips Vu = Wu(l-d)/2 (Flexure) Assuming (2) #4 standard above door:As =0.4 sq-in a=As*Fy/0.85*f'c*b =1.61 in φMn = φ*As*Fy*(d-a/2) =177 k-in 14.7 k-ft OK (Shear) φVn = φ*2*√f'c*bw*d/1000 =3.34 kips φVn/2 =1.67 kips OK, No Shear Reinf req'd (Geometry and loads)opening width =72 in length =72 opening height =84 in h =18 Load bearing wall? =0 (0 = no, 1 = yes) d =15 b = 3.5 Wu =0.076 klf Mu =0.34 k-ft Mu = Wu*l2/8 Vu =0.18 kips Vu = Wu(l-d)/2 (Flexure) Assuming (2) #4 standard above door:As =0.4 sq-in a=As*Fy/0.85*f'c*b =1.61 in φMn = φ*As*Fy*(d-a/2) =307 k-in 25.5 k-ft OK (Shear) φVn = φ*2*√f'c*bw*d/1000 =5.57 kips φVn/2 =2.78 kips OK, No Shear Reinf req'd PROJECT 21666 Regulator Building Yarmouth CALCULATIONS BY MAN DATE 01/17/22 REVIEWED BY CA DATE 01/17/22 Roof Design (Geometry and loads) length =140.5 in h =4.5 in daverage = 3.75 in b =12 in Wu =0.116 klf/ft @ult Mu =1.983 k-ft/ft @ult Vu =0.66 klf @ult (flexure) *WWF 2x6 D7xD5 (TOP AND BOTTOM)As =0.42 sq-in a = AsFy/0.85f'cb =0.66 in φMn = φAsFy(d-a/2) =103.4 k-in 8.62 k-ft OK 3√f'c/fy =0.0027 ρ = 0.0093 OK 200/fy =0.0025 ρmin =0.0027 ρmax =0.017 ρbal =0.022 β1 =0.8 (shear) φVn = φ2√f'cbwd/1000 =4.77 kips OK (header design)opening width =48 in length =48 opening length =48 in h =4.5 Load bearing wall? =1 (0 = no, 1 = yes) d =3.5 b =12.0 Wu =0.463 klf Mu =0.93 k-ft Mu = Wu*l2/8 Vu =0.86 kips Vu = Wu(l-d)/2 (Flexure) (2) #4 standard As =0.4 sq-in a=As*Fy/0.85*f'c*b =0.47 in φMn = φ*As*Fy*(d-a/2) =71 k-in 5.9 k-ft OK (Shear) φVn = φ*2*√f'c*bw*d/1000 =4.45 kips φVn/2 =2.23 kips OK, No Shear Reinf req'd PROJECT 21666 Regulator Building Yarmouth CALCULATIONS BY MAN DATE 01/17/22 REVIEWED BY CA DATE 01/17/22 (trimmer design) length =144 h =4.50 d =3.5 b =12.0 Pu =0.926 kips Mu =3.70 k-ft Mu = Pu*a Vu =0.93 kips Vu = Wu(l-d)/2 (Flexure) (2) #4 standard As =0.4 sq-in a=As*Fy/0.85*f'c*b =0.47 in φMn = φ*As*Fy*(d-a/2) =71 k-in 5.9 k-ft OK (Shear) φVn = φ*2*√f'c*bw*d/1000 =4.45 kips φVn/2 =2.23 kips OK, No Shear Reinf req'd Floor Slab Design (Geometry and loads) length =140.5 in h =5 in d =4.25 in b =12 in Wu =0.2975 klf/ft @ult Mu =5.098 k-ft/ft @ult Vu =1.69 klf @ult (Flexure) WWF 2x6-D7xD5 (TOP AND BOTTOM)As =0.42 sq-in a = AsFy/0.85f'cb =0.66 in φMn = φAsFy(d-a/2) =118.6 k-in 9.88 k-ft OK 3√f'c/fy =0.0027 ρ = 0.0082 OK 200/fy =0.0025 ρmin =0.0027 ρmax =0.017 ρbal =0.022 β1 =0.8 (shear) φVn = φ2√f'cbwd/1000 =5.41 kips OK PROJECT 21666 Regulator Building Yarmouth CALCULATIONS BY MAN DATE 01/17/22 REVIEWED BY CA DATE 01/17/22 A SOUTH EXTERIOR ELEVATION B EAST EXTERIOR ELEVATION C NORTH EXTERIOR ELEVATION D WEST EXTERIOR ELEVATION A CONCRETE PRODUCTS UUUUUUUUNITED UUUUU INC.BUILDING GROUPWALLINGFORD, CT.PROJECT NUMBERMANUFACTURER DATE #4@10"oc BOTH DIRECTIONS @ END CAPS TYPICAL 2x6 D7xD5 WWF (TYPICAL) BEND AROUND CORNERS 2x6 D7xD5 WWF TOP AND BOTTOM BEND AROUND CORNERS 2x6 D7xD5 WWF TOP AND BOTTOM BEND AROUND CORNERS EV COMMENTS IN RED UNITED CONCRETE 9726B REGULATOR BUILDING YARMOUTH EV PROJECT # 21666 01/05/2022 SCALE: NTS ANCHOR PLATE (TYPICAL) FOUNDATION BY OTHER FOUNDATION BY OTHER FOUNDATION BY OTHER FOUNDATION BY OTHERBUILDING TO BASE SLAB (2) CONNECTION PLATES PER LONG WALL 1 GRADE BEAM FOUNDATION NTS FOUNDATION CONNECTION DETAIL ANCHOR PLATE 1 1/2"Ø POST TENSIONING DUCT TYP.(4 CORNERS) 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 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 rafter roof system (Y/N) 21666 UNITED CONCRETE 1/5/2022 2:21:18 PM MAN 9726B REGULATOR BUILDING YARMOUTH windward drift Rafter roof system must have simply supported prismatic members spanning from ridge to eave. unobstructed slippery surfaces* leeward drift 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 drift windward drift leeward ridge to transition distance (ft) all other surfaces leeward unobstructed slippery surfaces JOBSHEET NO.DRAWN BY:CHECKED BY:SCALE:OFDATEDATE85 Mechanic Street, Suite B2-2Lebanon, NH 03766T: 603-442-9333 F: 603-442-9331208 Flynn Avenue, Suite 2ABurlington, VT 05401 T: 802-863-6225 F: 802-863-6306SEISMIC LOADINGMANBN01/05/2221666 UNITED CONCRETE01/05/22SEISMIC DESIGN CATEGORYBseismic-force-resisting systemORDINARY REINFORCED PRECAST BEARING WALLR3Ω2.5Cd3SS0.149S10.054SMS0.239SM10.13SDS0.159W26.39KIPSSD10.087Fa1.6Fv2.4CsTL612.8-20.066I1.25IF T≤TL12.8-30.326NEED NOT EXCEED Ct0.02IF T>TL12.8-417.634NEED NOT EXCEED x0.75SHALL NOT BE LESS THAN0.01hn9.830.6g19.3044Ta0.11V1.75KIPS ENGINEERING VENTURES, INC. Project: 208 Flynn Ave., Suite 2A Date: Burlington, VT 05401 Designer: ph 802.863.6225 fax 802.863.6306 Description: ASCE 7-10 Wind Load - MWFRS per Chapter 27 Part 1 (Directional Procedure) - C&C per Chapter 30 Part 1 Notes Input basic wind speed, V (mph) 152 figure 26.5-1A, 26.5-1B, or 26.5-1C mean roof height, h (ft) 9.833333 building length, L (ft) 31.83333 building width, B (ft) 12 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)39.0 = basic velocity pressure at mean roof height, section 27.3.2 Pi +/-7.0 = internal pressure, qh(GCpi) Main Windforce Resisting System - Walls z Pwindward Pleeward Ptotal note that there are situations where internal (ft) (psf) (psf) (psf)pressure affects the MWFRS including: 0 29.0 -8.9 37.9 - when the trib area of a C&C member 9.833333 29.0 -8.9 37.9 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 -27.3 -19.5 -11.7 -7.8 -7.8 0.0 -7.0 0.0 7.8 11.7 11.7 15.6 15.6 -35.1 -27.3 -15.6 -11.7 -7.8 -7.8 0.0 -7.0 -7.0 0.0 7.8 7.8 11.7 15.6 -50.8 -39.0 -27.3 -19.5 -11.7 -7.8 0.0 -7.0 -7.0 -7.0 0.0 7.8 7.8 11.7 Components and Cladding - Walls P = qh[(GCp)-(GCpi)] 3 ft 3 ft 3 ft 3 ft tributary area (ft2) 10 50 100 200 500 -19.5 -23.4 -19.5 -19.5 -23.4 >= 1.0 -27.3 -23.4 -23.4 41.0 37.6 P (psf) < from corner < from corner Windward Angle, q (degrees) Angle, q (degrees) Leeward 21666 UNITED CONCRETE MAN 9726B REGULATOR BUILDING YARMIOUTH 2:27:24 PM1/5/2022 <= 0.25 0.5 -11.7 -41.8 -54.6 -67.4 -56.8 -53.3 -48.2 -49.545.2 45.2 42.7 -46.9 -45.2 -41.837.6 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 2.65 +/- GCpi 0.18 Kd 0.85 section 26.6 Kh 0.78 = velocity pressure exposure coefficient, Table 27.3-1 z (ft)Kz qz 0 0.85 42.7 9.833333 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)-0.267361 = 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 WSECTION9' - 10"W=37.9 psfWu=(37.9)*(4'-11") = 187 plfMu= 0.187*(31'-10")2/8 = 23.68 k-ftTu=23.68/(11.5') = 2.06 kipsΦTn= 0.9*(0.153)*(270) = 37.1 kips > Tu OKVu9' - 10"Vu,max= 0.187*(15'-11") = 2.97 kipsMOT= 2.97*(9'-10") = 29.3 kip-ftTu= 29.3/(9.5') = 3.08 kipsΦTn= 5.4 kips > Tu ~ CONSERVATIVE SINCE IGNORES DL31' - 10"12' - 0" 11' - 7 3/4"9' - 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"DIAPHRAGMMANBN03/24/2121666 UNITED CONCRETE03/24/21 PLATE 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= 6.8 k ΦTn= 9.2 kPLATE (B): ΦVn= 5.4 k ΦTn= 8.4 kANGLE SHEAR: ΦVn= Φ*0.6*Fy*Aw=0.9*0.6*36*3/8*4 = 29.16 kWELDS: (IN SHEAR) 2"4"L = 4 in. kL = 2 in.k = 0.5 x = 0.125xL = 0.5 ex = 1.5 in. ex= aLa = 0.375 C = 3.39ΦRn= Φ*C*C1*D*L = 0.75*3.39*1*4*4 = 40.6 k (SHEAR)1 1/2"1/2"MODULE TO END WALL CONNECTIONPLATE (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 THIN SLAB FERRULE INSERT(2) 1/2"x3 3/4" POWER-STUD+SD4 TYPE 304 STAINLESS STEEL BODYPLATE A 1/4"x12"x1'-0" PLATEGRADE BEAM 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"END WALL CONNECTIONSMANBN01/05/2221666 UNITED CONCRETE01/05/22 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, 8 th 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 = 12.000 in Stud Spac'g X1 = 6.000 in Y1 = 4.000 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 = 2 Load enx = 0.00 in eny = 0.00 in Eccentr'y evx = 0.00 in Concrete Member Thickness = 3.00 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 4 studs; fs = 0.75; fc = 0.70 Steel Stud Strength : fNs = 0.75 * 51.05 = 38.3 k(Eq 6-4) Concrete Breakout Strength (1) : fNcbg = 0.70 * 11.96 = 8.4 k(Eq 6-6) Concrete Pullout Strength (2) : fNph = 0.70 * 131.95 = 92.4 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 = 88.04 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 Corner Breakout (1) : fVc3 = 0.70 * 7.67 = 5.4 k (Eq 6-22) 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 = 46.6 k (Eq 6-15) Note: This is a Corner condition Modifiers : Ch3 = 0.325 (Eq 6-18) Cvcr = 1.000 (Fig 6.5.4) Cev3 = 1.000 (Eq 6-19) Cc3 = 0.507 (Eq 6-23) (2) Both SED > 0.2 * BED (Eq 6-24) (3) Modifier :yy = 1.000 (§ 6.5.7) Unregistered 21666 REGULATOR BUILDING YARMOUTH (Studs in slab) BY: MAN SHEET OF . DATE: 01/05/2022 \\ev-vtdata-2017\Server\PROJECTS\0-2021\21666 MA 9726B Regulator Building Yarmouth\analysis\lecwall studs\ 21666 studs in slab.std Page 1 Studs V4.4.0 ©2019 Salmons Technologies, Inc. PrecastEngineer.com C) Tension and shear for stud groups Tension :fNn = 8.4 k, group of 4 Shear :fVn = 5.4 k, group of 4 Unregistered 21666 REGULATOR BUILDING YARMOUTH (Studs in slab) BY: MAN SHEET OF . DATE: 01/05/2022 \\ev-vtdata-2017\Server\PROJECTS\0-2021\21666 MA 9726B Regulator Building Yarmouth\analysis\lecwall studs\ 21666 studs in slab.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, 8 th 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 = 4.750 in de3 = 13.500 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 = 2 Load enx = 0.00 in eny = 0.00 in Eccentr'y evx = 0.00 in Concrete Member Thickness = 4.00 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 4 studs; fs = 0.75; fc = 0.70 Steel Stud Strength : fNs = 0.75 * 51.05 = 38.3 k(Eq 6-4) Concrete Breakout Strength (1) : fNcbg = 0.70 * 13.14 = 9.2 k(Eq 6-6) Concrete Pullout Strength (2) : fNph = 0.70 * 131.95 = 92.4 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 = 77.69 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 Corner Breakout (1) : fVc3 = 0.70 * 9.76 = 6.8 k (Eq 6-22) Concrete Side Edge Breakout (2) : fVc1 (Not Calculated) (Eq 6-25) Concrete Pryout Strength (3) : fVcp = 0.70 * 12.96 = 9.1 k (Eq 6-31) Group shear strength based on: (1) One fastener in concrete Vco3 = 48.6 k (Eq 6-15) Note: This is a Corner condition Modifiers : Ch3 = 0.369 (Eq 6-18) Cvcr = 1.000 (Fig 6.5.4) Cev3 = 1.000 (Eq 6-19) Cc3 = 0.544 (Eq 6-23) (2) Both SED > 0.2 * BED (Eq 6-24) (3) Modifier :yy = 0.866 (§ 6.5.7) Unregistered 21666 REGULATOR BUILDING YARMOUTH (Studs in wall) BY: MAN SHEET OF . DATE: 01/05/2022 \\ev-vtdata-2017\Server\PROJECTS\0-2021\21666 MA 9726B Regulator Building Yarmouth\analysis\lecwall studs\ 21666 studs in wall.std Page 1 Studs V4.4.0 ©2019 Salmons Technologies, Inc. PrecastEngineer.com C) Tension and shear for stud groups Tension :fNn = 9.2 k, group of 4 Shear :fVn = 6.8 k, group of 4 Unregistered 21666 REGULATOR BUILDING YARMOUTH (Studs in wall) BY: MAN SHEET OF . DATE: 01/05/2022 \\ev-vtdata-2017\Server\PROJECTS\0-2021\21666 MA 9726B Regulator Building Yarmouth\analysis\lecwall studs\ 21666 studs in wall.std Page 2 Studs V4.4.0 ©2019 Salmons Technologies, Inc. PrecastEngineer.com Page 1 21666 CONNECTION #1 shear DEWALT Design Assist Ver.1.4.13.0 Nov 12 2020 Notes: 1. Project Information Yarmouth, MAProject Address: 21666 REGULATOR BUILDING YARMOUTHProject Name: marcn@engineeringventures.comEmail: 802-863-6225Phone: 208 FLYNN AVE. SUITE 2A, BURLINGTON, VT 05401Address: MANProject Engineer: ENGINEERING VENTURESCompany: 2. Selected Anchor Information May,2019 Mar,2020Issued | Revision: ICC-ES ESR-2502Approval: 2hef in hnom 2.5 inEmbedment: 1/2" Ø Type 304 (A2) Stainless SteelMaterial: DEWALTBrand: Power-Stud+ SD4Selected Anchor: Hammer DrilledDrill Method: 3.Design Principles Section 5.3Load Combinations: Design Method:ACI 318-14 User Defined Loads Concrete: Strength 4. Base Material Information NoneProfile: psi36000Strength 0 inHeightNoneStandoff Width 7.5 inLength12inin0.25ThicknessSizing Base Plate: FalseShearFalseTensionControls Breakout Tension No (Condition B)Shear No (Condition B)Spacing None or < #4 Rebar Type psi3000 Cracked Normal Weight Concrete Reinforcement: Edge Reinforcement Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility Page 2 21666 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 21666 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 21666 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 21666 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 21666 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 21666 CONNECTION #1 shear DEWALT Design Assist Ver.1.4.13.0 Nov 12 2020 12. Interaction of Tension and Shear Loads ACI 318-14 17.6 Reference Eqn. 17.6.3 0.976 ≤1.0 Status :OK Results 0.9760.000 Variables Equations ANCHOR DESIGN CRITERIA IS SATISFIED Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility Page 1 21666 CONNECTION #1 tension DEWALT Design Assist Ver.1.4.13.0 Nov 12 2020 Notes: 1. Project Information Yarmouth, MA.Project Address: 21666 REGULATOR BULDING YARMOUTHProject Name: marcn@engineeringventures.comEmail: 802-863-6225Phone: 208 FLYNN AVE. SUITE 2A, BURLINGTON, VT 05401Address: MANProject Engineer: ENGINEERING VENTURESCompany: 2. Selected Anchor Information May,2019 Mar,2020Issued | Revision: ICC-ES ESR-2502Approval: 2hef in hnom 2.5 inEmbedment: 1/2" Ø Type 304 (A2) Stainless SteelMaterial: DEWALTBrand: Power-Stud+ SD4Selected Anchor: Hammer DrilledDrill Method: 3.Design Principles Section 5.3Load Combinations: Design Method:ACI 318-14 User Defined Loads Concrete: Strength 4. Base Material Information NoneProfile: psi36000Strength 0 inHeightNoneStandoff Width 7.5 inLength12inin0.25ThicknessSizing Base Plate: FalseShearFalseTensionControls Breakout Tension No (Condition B)Shear No (Condition B)Spacing None or < #4 Rebar Type psi2500 Cracked Normal Weight Concrete Reinforcement: Edge Reinforcement Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility Page 2 21666 CONNECTION #1 tension DEWALT Design Assist Ver.1.4.13.0 Nov 12 2020 smin 3.000 inin7.500cachmin4.000 in in3.000cmin 5. Geometric Conditions OK0.0000.000.00Concrete Breakout Strength Steel Strength 0.00 0.00 0.000 OK CriticalStatus(lb)(lb)UtilizationCapacityDemandDesign Proof Tension Loading 6. Summary Results Controls Design Proof Demand Capacity Utilization(lb)(lb)Status Critical Shear Loading OK0.9952060.002050.00Steel Strength Controls OK0.8145039.004100.00Concrete Breakout Strength OK0.9864158.004100.00Pryout Strength Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility Page 3 21666 CONNECTION #1 tension DEWALT Design Assist Ver.1.4.13.0 Nov 12 2020 7. Warnings and Remarks ANCHOR DESIGN CRITERIA IS SATISFIED The results of the calculations carried out by means of the DDA Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an design professional/engineer, particularly with regard to compliance with applicable standards, norms and permits, prior to using them for your specific project. The DDA Software serves only as an aid to interpret standards, norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. Design Loads / Actions 8. Load Conditions Nu 0 lb lb-4100Vux lb0Vuy Muy 0 in-lbMux0in-lbin-lb0Muz Consider Load Reversal X Direction 0%Y Direction 0% Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility Page 4 21666 CONNECTION #1 tension DEWALT Design Assist Ver.1.4.13.0 Nov 12 2020 Max. concrete compressive strain:0.000 9. Load Distribution Anchor Eccentricity Max. concrete compressive stress:0.000 % psi in0ex ey 0 in Anchor X Tension Load Component Shear Load Anchor Coordinates Resulting anchor forces / Load distribution Shear YShear X Y Shear Load(lb)(lb)(lb)(in) 4.5002.2500.0-2050.02050.00.001 -4.5002.2500.0-2050.02050.00.002 Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility Page 5 21666 CONNECTION #1 tension DEWALT Design Assist Ver.1.4.13.0 Nov 12 2020 ACI 318-14 17.5.1 Steel Strength: 11. Design Proof Shear Loading = lb= 99.5%Utilization 2050 Table 17.3.1.1Vua lb2060=φvsa Results Variables 0.65 φ 3170.000 (lb)Vsa Reference Equations ACI 318-14 17.5.2 Concrete Breakout Strength: Eqn. 17.5.2.1b Eqn. 17.5.2.2a lb=Vua Results lb5039=φVcbg X-=Direction Table 17.3.1.14100 Utilization 81.4%= Variables 243.000 (in²)AVc 162.000 AVc0 (in²) 1.000 Ψec,V 1.000 Ψed,V 1.000 Ψc,V 1.000 Ψh,V 2.000 le 0.500 da (in) 1.000 λa 2500 f'c (psi) 6.000 ca1 (in) 4799.455 Vb (lb) 0.70 φ (in) Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility Page 6 21666 CONNECTION #1 tension DEWALT Design Assist Ver.1.4.13.0 Nov 12 2020 Pryout Strength: Equations ACI 318-14 17.5.3 Eqn. 17.5.3.1b Eqn. 17.4.2.1b Eqn. 17.4.2.2a φVcpg =4158 lb Results Table 17.3.1.1 Vua =4100 lb Utilization =98.6% 0.70 2500.000 f'c (psi) φ(lb)Ncpgkcp 1.000 (lb)Nb 2969.848 Camin (in) ANc (in²) 72.000 ANc0 (in²) 36.000 Ψec,N 1.000 Ψed,N 1.000 Ψc,N 1.000 Ψcp,N 1.000 cac (in)kc 21.000 λa 1.000 (in) 7.500 6.000 h’ef 2 5939.697 Variables Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility Page 7 21666 CONNECTION #1 tension DEWALT Design Assist Ver.1.4.13.0 Nov 12 2020 12. Interaction of Tension and Shear Loads ACI 318-14 17.6 Reference Eqn. 17.6.3 0.995 ≤1.0 Status :OK Results 0.9950.000 Variables Equations ANCHOR DESIGN CRITERIA IS SATISFIED Input data and results must be checked for agreement with the existing conditions, the standards and guidelines and must be checked for plausibility LECWALL - PRECAST WALL & COLUMN DESIGN (c) 2021 LOSCH SOFTWARE, LTD Release 12.5.4 2021-03-25 ============================================================================================== 1258 Engineering Ventures, PC INPUT DATA 2022-01-11 09:25:32 Pg. 1 ============================================================================================== File: 21666 UNITED CONCRETE END CAPS.W12 Name: 9726B Regulator Building Yarmouth Job No: 21666 Mark: END CAP Designer: MAN SECTION DIMENSIONS: No. of Wythes = 1 Bot Wythe:Width = 144 in Thickness = 3.5 in Member Length = 118 in Bott Wythe (no rvls/opngs): Area = 504 in2 M of I = 514.5 in4 Centroid from Bottom = 1.75 in MATERIALS:F'c (psi)Ec (ksi)F'ci (psi)Eci (ksi)Conc Wt (pcf) Bot Wythe: 5000 2692 2500 1904 115 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 0.5 No. Bars in Row = 4 10 Cent frm Bot/Sect(in) = 1.75 1.75 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 7.00 17.00 127.00 137.00 Row B 26.00 28.00 30.00 32.00 34.00 110.00 112.00 114.00 116.00 118.00 OPNGS:A B C D E F G H I J K L M N O P X1(in)= 29.8 X(in)= 84.0 Y1(in)= 36.0 Y(in)= 72.0 Top W: N Bot W: Y Stem: N LECWALL - PRECAST WALL & COLUMN DESIGN (c) 2021 LOSCH SOFTWARE, LTD Release 12.5.4 2021-03-25 ============================================================================================== 1258 Engineering Ventures, PC INPUT DATA 2022-01-11 09:25:32 Pg. 2 ============================================================================================== File: 21666 UNITED CONCRETE END CAPS.W12 Name: 9726B Regulator Building Yarmouth Job No: 21666 Mark: END CAP Designer: MAN Coefficients: Initial prestress loss = 0.00% (Calculated)Final prestress loss = 0.00% (Calculated) Outside temp, deg F: 110 Inside: 65 Initial member bow at midheight, in: 0 Seismic coefficient, % = 0 Cracking stress coefficient: 7.5 Slenderness effects are included Inside horiz. surcharge at floor or grade, psf: 0 Outside horiz. surcharge at floor or grade, psf: 0 Inside active lateral earth pressure, psf/ft: 0 Outside active lateral earth pressure, psf/ft: 0 Inside dist. from base to top of retained earth, in: 0 Outside dist. from base to top of retained earth, in: 0 Strand dev. length mult. at ends = 1 , at openings = 2 Bottom face (form face) location is inside Floor tie active for load cases with earth pressure 144 3.5 0 A LECWALL - PRECAST WALL & COLUMN DESIGN (c) 2021 LOSCH SOFTWARE, LTD Release 12.5.4 2021-03-25 ============================================================================================== 1258 Engineering Ventures, PC INPUT DATA 2022-01-11 09:25:32 Pg. 3 ============================================================================================== File: 21666 UNITED CONCRETE END CAPS.W12 Name: 9726B Regulator Building Yarmouth Job No: 21666 Mark: END CAP Designer: MAN SUPPORT LOCATIONS, INCHES:SPRING CONSTANTS, INCHES/KIP: Top support location from top of member, in: 0.00 0 Slab-on-grade connection location from bottom, in: 0.00 0 WIND LOAD, PLF: Suction Pressure Start Stop (elevation from bottom, in.) --------------------------------------------------- Row 1 640.00 513.00 0.00 118.00 LECWALL - PRECAST WALL & COLUMN DESIGN (c) 2021 LOSCH SOFTWARE, LTD Release 12.5.4 2021-03-25 =============================================================================================== 1258 Engineering Ventures, PC INTERACTION CURVES 2022-01-11 09:26:22 Pg. 1 =============================================================================================== File: 21666 UNITED CONCRETE END CAPS.W12 Name: 9726B Regulator Building Yarmouth Job No: 21666 Mark: END CAP Designer: MAN LOAD CASES: 1 ACI 318-14 5.3.1a Dead 2 ACI 318-14 5.3.1b Live+T+Earth 3 ACI 318-14 5.3.1c Live+Roof 4 ACI 318-14 5.3.1d Wind+Live 5 ACI 318-14 5.3.1e Live+Seismic 6 ACI 318-14 5.3.1f Wind+Earth 7 ACI 318-14 5.3.1f Wind Only 8 ACI 318-14 5.3.1c Roof+Wind 9 ACI 318-14 5.3.1g Seismic Only 10 Service Dead + Temp 11 Service Dead + Live, ASCE 7-10 2.4.1-2 12 Service Dead + Live + Roof, ASCE 7-10 2.4.1-4 13 Service Dead + Wind, ASCE 7-10 2.4.1-5 ACI 318 Phi factors used 14 User Defined Pu Mu-S Phi-Mn S 1.0Mcr S Mu-P Phi-Mn P 1.0Mcr P Pu Mu-S Phi-Mn S 1.0Mcr S Mu-P Phi-Mn P 1.0Mcr P 1 2.08 0.00 208.12 79.17 0.00 -208.12 -68.45 2 1.78 0.26 208.05 79.00 0.26 -208.05 -68.28 3 1.78 0.00 208.05 79.00 0.00 -208.05 -68.28 4 1.78 92.71 208.05 79.00 -74.25 -208.05 -68.28 5 1.78 0.00 208.05 79.00 0.00 -208.05 -68.28 6 1.34 92.51 207.94 78.74 -74.10 -207.94 -68.02 7 1.34 92.51 207.94 78.74 -74.10 -207.94 -68.02 8 1.78 46.14 208.05 79.00 -36.98 -208.05 -68.28 9 1.34 0.00 207.94 78.74 0.00 -207.94 -68.02 10 1.48 0.18 207.98 78.82 0.18 -207.98 -68.11 11 1.48 0.00 207.98 78.82 0.00 -207.98 -68.11 12 1.48 0.00 207.98 78.82 0.00 -207.98 -68.11 13 1.48 55.33 207.98 78.82 -44.35 -207.98 -68.11 14 0.00 0.00 207.62 0.00 0.00 -207.62 0.00 Section cut location from left end (in) = 58.41001 Compr. face not reversed. 144 3.5 0 A 0 637 SUCTION PhiPn (kips) 0 286 PhiMn (kip-in) 2 4 6 7 8 10 13 0 637 PRESSURE PhiPn (kips) 0 286 PhiMn (kip-in) 4 6 7 8 13 LECWALL - PRECAST WALL & COLUMN DESIGN (c) 2021 LOSCH SOFTWARE, LTD Release 12.5.4 2021-03-25 ============================================================================================== 1258 Engineering Ventures, PC INPUT DATA 2022-01-11 09:37:57 Pg. 1 ============================================================================================== File: 21666 UNITED CONCRETE SIDE WALL #1.W12 Name: 9726B REGULATOR BUILDING YARMOUTH Job No: 21666 Mark: Module #1&2 (Left & Right Side) Designer: MAN SECTION DIMENSIONS: No. of Wythes = 1 Bot Wythe:Width = 96 in Thickness = 3.5 in Member Length = 118 in Bott Wythe (no rvls/opngs): Area = 336 in2 M of I = 343 in4 Centroid from Bottom = 1.75 in MATERIALS:F'c (psi)Ec (ksi)F'ci (psi)Eci (ksi)Conc Wt (pcf) Bot Wythe: 5000 2692 2500 1904 115 Average Relative Humidity = 70 % Superimposed Load = 0 psf Fy, Reinf Bar Grade = 60 ksi Fpu, Strand = 270 ksi Lo-Lax = Yes REBAR ROWS:A B C D E F G H Bar Diam(in) = 0.5 No. Bars in Row = 4 Cent frm Bot/Sect(in) = 1.75 Start frm Bot/Wall(in) = 0 End frm Top/Wall(in) = 0 Bar Dev Length Mult = 1 REBAR LOCATIONS FROM LEFT: Row A 5.75 7.75 40.25 42.25 WELDED WIRE FABRIC:A B C D WWF Area(in2/ft) = 0.42 Cent frm Bot/Sect(in) = 1.75 OPNGS:A B C D E F G H I J K L M N O P X1(in)= 23.8 X(in)= 28.5 Y1(in)= 57.8 Y(in)= 28.5 Top W: N Bot W: Y Stem: N LECWALL - PRECAST WALL & COLUMN DESIGN (c) 2021 LOSCH SOFTWARE, LTD Release 12.5.4 2021-03-25 ============================================================================================== 1258 Engineering Ventures, PC INPUT DATA 2022-01-11 09:37:57 Pg. 2 ============================================================================================== File: 21666 UNITED CONCRETE SIDE WALL #1.W12 Name: 9726B REGULATOR BUILDING YARMOUTH Job No: 21666 Mark: Module #1&2 (Left & Right Side) 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 96 3.5 0 A LECWALL - PRECAST WALL & COLUMN DESIGN (c) 2021 LOSCH SOFTWARE, LTD Release 12.5.4 2021-03-25 ============================================================================================== 1258 Engineering Ventures, PC INPUT DATA 2022-01-11 09:37:57 Pg. 3 ============================================================================================== File: 21666 UNITED CONCRETE SIDE WALL #1.W12 Name: 9726B REGULATOR BUILDING YARMOUTH Job No: 21666 Mark: Module #1&2 (Left & Right Side) 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 1 427.00 342.00 0.00 118.00 CONCENTRATED VERTICAL LOADS, KIPS: Pv Location Eccentricity Dead Live Roof Wind -------------------------------------------------------------------------------------------------------------- (from bottom, in.) (from inside face, in.) Row 1 118.00 -1.75 3.03 1.20 0.96 0.00 LECWALL - PRECAST WALL & COLUMN DESIGN (c) 2021 LOSCH SOFTWARE, LTD Release 12.5.4 2021-03-25 =============================================================================================== 1258 Engineering Ventures, PC INTERACTION CURVES 2022-01-11 09:38:29 Pg. 1 =============================================================================================== File: 21666 UNITED CONCRETE SIDE WALL #1.W12 Name: 9726B REGULATOR BUILDING YARMOUTH Job No: 21666 Mark: Module #1&2 (Left & Right Side) 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 5.83 0.00 291.61 107.34 0.00 -291.61 -93.05 2 7.39 1.18 291.99 108.26 1.18 -291.99 -93.97 3 7.73 0.00 292.07 108.45 0.00 -292.07 -94.16 4 6.67 62.24 291.81 107.84 -49.85 -291.81 -93.55 5 6.39 3.56 291.74 107.67 -3.56 -291.74 -93.38 6 3.75 61.83 291.11 106.13 -49.53 -291.11 -91.84 7 3.75 61.83 291.11 106.13 -49.53 -291.11 -91.84 8 6.53 31.11 291.78 107.75 -24.92 -291.78 -93.46 9 3.75 3.54 291.11 106.13 -3.54 -291.11 -91.84 10 4.16 0.56 291.21 106.37 0.56 -291.21 -92.08 11 5.36 0.00 291.50 107.07 0.00 -291.50 -92.78 12 5.78 0.00 291.60 107.32 0.00 -291.60 -93.02 13 4.16 37.14 291.21 106.37 -29.74 -291.21 -92.08 14 0.00 0.00 290.22 0.00 0.00 -290.22 0.00 Section cut location from left end (in) = 58.41001 Compr. face not reversed. 96 3.5 0 A 0 863 SUCTION PhiPn (kips) 0 396 PhiMn (kip-in) 2 4 5 6 7 8 9 10 13 0 863 PRESSURE PhiPn (kips) 0 396 PhiMn (kip-in) 4 5 6 7 8 9 13 LECWALL - PRECAST WALL & COLUMN DESIGN (c) 2021 LOSCH SOFTWARE, LTD Release 12.5.4 2021-03-25 ============================================================================================== 1258 Engineering Ventures, PC INPUT DATA 2022-01-11 09:43:07 Pg. 1 ============================================================================================== File: 21666 UNITED CONCRETE SIDE WALL #2.W12 Name: 9726B REGULATOR BUILDING YARMOUTH Job No: 21666 Mark: Module #3 (Left & Right Side) Designer: MAN SECTION DIMENSIONS: No. of Wythes = 1 Bot Wythe:Width = 84 in Thickness = 3.5 in Member Length = 118 in Bott Wythe (no rvls/opngs): Area = 294 in2 M of I = 300.125 in4 Centroid from Bottom = 1.75 in MATERIALS:F'c (psi)Ec (ksi)F'ci (psi)Eci (ksi)Conc Wt (pcf) Bot Wythe: 5000 2692 2500 1904 115 Average Relative Humidity = 70 % Superimposed Load = 0 psf Fy, Reinf Bar Grade = 60 ksi Fpu, Strand = 270 ksi Lo-Lax = Yes REBAR ROWS:A B C D E F G H Bar Diam(in) = 0.5 No. Bars in Row = 4 Cent frm Bot/Sect(in) = 1.75 Start frm Bot/Wall(in) = 0 End frm Top/Wall(in) = 0 Bar Dev Length Mult = 1 REBAR LOCATIONS FROM LEFT: Row A 5.75 7.75 40.25 42.25 WELDED WIRE FABRIC:A B C D WWF Area(in2/ft) = 0.42 Cent frm Bot/Sect(in) = 1.75 OPNGS:A B C D E F G H I J K L M N O P X1(in)= 23.8 X(in)= 28.5 Y1(in)= 45.8 Y(in)= 28.5 Top W: N Bot W: Y Stem: N LECWALL - PRECAST WALL & COLUMN DESIGN (c) 2021 LOSCH SOFTWARE, LTD Release 12.5.4 2021-03-25 ============================================================================================== 1258 Engineering Ventures, PC INPUT DATA 2022-01-11 09:43:07 Pg. 2 ============================================================================================== File: 21666 UNITED CONCRETE SIDE WALL #2.W12 Name: 9726B REGULATOR BUILDING YARMOUTH Job No: 21666 Mark: Module #3 (Left & Right Side) 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 3.5 0 A LECWALL - PRECAST WALL & COLUMN DESIGN (c) 2021 LOSCH SOFTWARE, LTD Release 12.5.4 2021-03-25 ============================================================================================== 1258 Engineering Ventures, PC INPUT DATA 2022-01-11 09:43:07 Pg. 3 ============================================================================================== File: 21666 UNITED CONCRETE SIDE WALL #2.W12 Name: 9726B REGULATOR BUILDING YARMOUTH Job No: 21666 Mark: Module #3 (Left & Right Side) 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 1 374.00 300.00 0.00 118.00 CONCENTRATED VERTICAL LOADS, KIPS: Pv Location Eccentricity Dead Live Roof Wind -------------------------------------------------------------------------------------------------------------- (from bottom, in.) (from inside face, in.) Row 1 118.00 -1.75 2.65 1.05 0.84 0.00 LECWALL - PRECAST WALL & COLUMN DESIGN (c) 2021 LOSCH SOFTWARE, LTD Release 12.5.4 2021-03-25 =============================================================================================== 1258 Engineering Ventures, PC INTERACTION CURVES 2022-01-11 09:43:31 Pg. 1 =============================================================================================== File: 21666 UNITED CONCRETE SIDE WALL #2.W12 Name: 9726B REGULATOR BUILDING YARMOUTH Job No: 21666 Mark: Module #3 (Left & Right Side) 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 5.06 0.00 255.76 93.91 0.00 -255.76 -81.40 2 6.44 1.03 256.09 94.71 1.03 -256.09 -82.20 3 6.73 0.00 256.16 94.88 0.00 -256.16 -82.37 4 5.81 54.53 255.94 94.34 -43.74 -255.94 -81.83 5 5.56 3.07 255.88 94.19 -3.07 -255.88 -81.69 6 3.25 54.17 255.32 92.85 -43.45 -255.32 -80.34 7 3.25 54.17 255.32 92.85 -43.45 -255.32 -80.34 8 5.68 27.26 255.91 94.27 -21.86 -255.91 -81.76 9 3.25 3.06 255.32 92.85 -3.06 -255.32 -80.34 10 3.62 0.49 255.41 93.06 0.49 -255.41 -80.56 11 4.67 0.00 255.66 93.67 0.00 -255.66 -81.17 12 5.03 0.00 255.75 93.89 0.00 -255.75 -81.38 13 3.62 32.53 255.41 93.06 -26.10 -255.41 -80.56 14 0.00 0.00 254.54 0.00 0.00 -254.54 0.00 Section cut location from left end (in) = 58.41001 Compr. face not reversed. 84 3.5 0 A 0 758 SUCTION PhiPn (kips) 0 346 PhiMn (kip-in) 2 4 5 6 7 8 9 10 13 0 758 PRESSURE PhiPn (kips) 0 346 PhiMn (kip-in) 4 5 6 7 8 9 13 LECWALL - PRECAST WALL & COLUMN DESIGN (c) 2021 LOSCH SOFTWARE, LTD Release 12.5.4 2021-03-25 ============================================================================================== 1258 Engineering Ventures, PC INPUT DATA 2022-01-11 09:46:23 Pg. 1 ============================================================================================== File: 21666 UNITED CONCRETE SIDE WALL #3.W12 Name: 9726B REGULATOR BUILDING YARMOUTH Job No: 21666 Mark: Module #4 (Left & Right Side) Designer: MAN SECTION DIMENSIONS: No. of Wythes = 1 Bot Wythe:Width = 96 in Thickness = 3.5 in Member Length = 118 in Bott Wythe (no rvls/opngs): Area = 336 in2 M of I = 343 in4 Centroid from Bottom = 1.75 in MATERIALS:F'c (psi)Ec (ksi)F'ci (psi)Eci (ksi)Conc Wt (pcf) Bot Wythe: 5000 2692 2500 1904 115 Average Relative Humidity = 70 % Superimposed Load = 0 psf Fy, Reinf Bar Grade = 60 ksi Fpu, Strand = 270 ksi Lo-Lax = Yes REBAR ROWS:A B C D E F G H Bar Diam(in) = 0.5 No. Bars in Row = 4 Cent frm Bot/Sect(in) = 1.75 Start frm Bot/Wall(in) = 0 End frm Top/Wall(in) = 0 Bar Dev Length Mult = 1 REBAR LOCATIONS FROM LEFT: Row A 29.75 31.75 64.25 66.25 WELDED WIRE FABRIC:A B C D WWF Area(in2/ft) = 0.42 Cent frm Bot/Sect(in) = 1.75 OPNGS:A B C D E F G H I J K L M N O P X1(in)= 23.8 X(in)= 28.5 Y1(in)= 33.8 Y(in)= 28.5 Top W: N Bot W: Y Stem: N LECWALL - PRECAST WALL & COLUMN DESIGN (c) 2021 LOSCH SOFTWARE, LTD Release 12.5.4 2021-03-25 ============================================================================================== 1258 Engineering Ventures, PC INPUT DATA 2022-01-11 09:46:23 Pg. 2 ============================================================================================== File: 21666 UNITED CONCRETE SIDE WALL #3.W12 Name: 9726B REGULATOR BUILDING YARMOUTH Job No: 21666 Mark: Module #4 (Left & Right Side) 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 96 3.5 0 A LECWALL - PRECAST WALL & COLUMN DESIGN (c) 2021 LOSCH SOFTWARE, LTD Release 12.5.4 2021-03-25 ============================================================================================== 1258 Engineering Ventures, PC INPUT DATA 2022-01-11 09:46:23 Pg. 3 ============================================================================================== File: 21666 UNITED CONCRETE SIDE WALL #3.W12 Name: 9726B REGULATOR BUILDING YARMOUTH Job No: 21666 Mark: Module #4 (Left & Right Side) 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 1 427.00 342.00 0.00 118.00 CONCENTRATED VERTICAL LOADS, KIPS: Pv Location Eccentricity Dead Live Roof Wind -------------------------------------------------------------------------------------------------------------- (from bottom, in.) (from inside face, in.) Row 1 118.00 -1.75 3.03 1.20 0.96 0.00 LECWALL - PRECAST WALL & COLUMN DESIGN (c) 2021 LOSCH SOFTWARE, LTD Release 12.5.4 2021-03-25 =============================================================================================== 1258 Engineering Ventures, PC INTERACTION CURVES 2022-01-11 09:46:47 Pg. 1 =============================================================================================== File: 21666 UNITED CONCRETE SIDE WALL #3.W12 Name: 9726B REGULATOR BUILDING YARMOUTH Job No: 21666 Mark: Module #4 (Left & Right Side) 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 5.83 0.00 291.61 107.34 0.00 -291.61 -93.05 2 7.39 1.18 291.99 108.26 1.18 -291.99 -93.97 3 7.73 0.00 292.07 108.45 0.00 -292.07 -94.16 4 6.67 62.24 291.81 107.84 -49.85 -291.81 -93.55 5 6.39 3.56 291.74 107.67 -3.56 -291.74 -93.38 6 3.75 61.83 291.11 106.13 -49.53 -291.11 -91.84 7 3.75 61.83 291.11 106.13 -49.53 -291.11 -91.84 8 6.53 31.11 291.78 107.75 -24.92 -291.78 -93.46 9 3.75 3.54 291.11 106.13 -3.54 -291.11 -91.84 10 4.16 0.56 291.21 106.37 0.56 -291.21 -92.08 11 5.36 0.00 291.50 107.07 0.00 -291.50 -92.78 12 5.78 0.00 291.60 107.32 0.00 -291.60 -93.02 13 4.16 37.14 291.21 106.37 -29.74 -291.21 -92.08 14 0.00 0.00 290.22 0.00 0.00 -290.22 0.00 Section cut location from left end (in) = 58.41001 Compr. face not reversed. 96 3.5 0 A 0 863 SUCTION PhiPn (kips) 0 396 PhiMn (kip-in) 2 4 5 6 7 8 9 10 13 0 863 PRESSURE PhiPn (kips) 0 396 PhiMn (kip-in) 4 5 6 7 8 9 13